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ISln^lry^lri^llxnnrrmJIrLixlIrLiTJImTJI  n 

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THE  LIBRARIES 

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COLUMBIA  UNIVERSITY 

I 

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i 

i 

1 

i 

1 

Avery  Library 

I 

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rata* 


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(2] 


SHOPS  OF  ST.  PAUL  FOUNDRY  CO. 


COMO  AYE.  AND  MACKUBIN  ST. 


1909 


ST.  PAUL.  MINN 


Digitized  by  the  Internet  Archive 
in  2020  with  funding  from 
Columbia  University  Libraries 


https://archive.org/details/handbookcontainiOOsain 


A  HAND-BOOK 

Containing  Useful  Information  and  Tables 
Appertaining  to  the  Use  of 

Structural  Steel 

AND 

Cast  Iron 


FOR  ENGINEERS,  ARCHITECTS  AND 

BUILDERS 


ST.  PAUL  FOUNDRY  CO. 

structural  engineers,  founders,  machinists 
Como  Ave.  and  Mackubin  St. 

ST.  PAUL,  MINN. 

Established  1883 


ST.  PAUL  FOUNDRY  CO 


Entered  According  to  Act  of  Congress 

IN  THE  YEAR  I909  BY  THE 

ST.  PAUL  FOUNDRY  CO. 

IN  THE 

Office  of  the  Librarian  of  Congress 
a  r  Washington,  D.  C. 


PRICE  $1.25 


M 


ST.  PAUL  FOUNDRY  CO. 


3 


Preface  to  Second  Edition. 


'J'HE  second  edition  of  our  hand-book 
contains  most  of  the  data  included  in 
the  first  edition,  together  with  a  large 
amount  of  new  data. 

Tables  of  properties  of  standard  sec¬ 
tions  and  cuts  and  data  relating  to  Beth¬ 
lehem  sections  have  been  added. 

A  number  of  new  and  specially  de¬ 
signed  patterns  for  column  caps,  newel 
posts,  stair  railings  and  lamp  posts  are 
shown. 

All  of  the  subject  matter  has  been 
carefully  revised  and  corrected  to  bring  it 
up  to  date. 


4 


Compiled  by  H.  C.  Palmer. 


4 


ST.  PAUL  FOUNDRY  CO 


STRUCTURAL  STEEL 
DEPARTMENT 


We  now  have  one  of  the  largest  and  best  equipped 
structural  steel  shops  in  the  Northwest,  and  are  prepared  to 
furnish  and  erect 

ARCHITECTURAL  STEEL  WORK 
PLATE  AND  BOX  GIRDERS 
COLUMNS,  BEAMS,  LINTELS 

TRUSSES  OF  ALL  KINDS  FOR  ROOFS  AND  FLOORS 

STEEL  HIGHWAY  BRIDGES 

PLATE  GIRDER  R.  R.  BRIDGES 

R.  R.  TURNTABLES 

WATER  TOWERS  AND  TANKS 

VIADUCTS,  TRESTLES 

COAL  AND  ORE  HANDLING  DEVICES 

GALLOWS  FRAMES  FOR  MINE  SHAFTS 

STEEL  FRAME  MILL  BUILDINGS  AND 

MISCELLANEOUS  STEEL  WORK 

_ 

We  carry  a  stock  of  from  3,000  to  4,000  tons  of  Steel 
Shapes,  and  are  prepared  to  execute  orders  on  short  notice. 

I 

DESIGNS  AND  ESTIMATES  ON  APPLICATION 


ST.  PAUL  FOUNDRY  CO 


CUTS  OF 

AMERICAN  STANDARD 

STRUCTURAL  STEEL 
SECTIONS 


THE  DIMENSIONS  BELONG  TO  THE  LIGHTEST  SECTIONS 


FOR  DIMENSIONS  OF  BEAMS  AND  CHANNELS  OF 
THE  HEAVIER  SECTIONS,  SEE  PAGE  22 


ST.  PAUL  FOUNDRY  CO. 


I-BEAMS 


20",  80  lbs.  per  foot 
So,  90,  95  and  100  lbs. 


*  3  25"'  « 

24",  80  lbs.  per  foot 
85,  90,  95  and  100  lbs. 


i 


0  60  * 

* 


*---  2.875"  * 


20",  65  lbs.  per  foot 
70  and  75  lbs. 


Weights  in  heavy  type  are  standard;  others  are  special. 


ST.  PAUL  FOUNDRY  CO 


7 


I-BEAMS 


2.70S  *;  - . 2.546-" 


8 


ST.  PAUL  FOUNDRY  CO, 


I-BEAMS 


99V 


ST.  PAUL  FOUNDRY  CO. 


I-BEAMS 


9 


Weights  in 
large  type  are 
standard; 
others  are 
special 


10 


ST.  PAUL  FOUNDRY  CO 


CHANNELS 


►  *  0  28* 


Weights  in  heavy  type  are  standard;  others  are  special. 


•2.66 


ST.  PAUL  FOUNDRY  CO 


11 


CHANNELS 


r  0-io!  *  3",  4  lbs 

per  foot 
5  and  6  lbs 


—1.86 — 


2%  x  2"  Angle 
2.8  to  0.8  lbs. 


7  x  3M>"  Angle 
15.0  to  32.3  lbs 


(5  x  4"  Angle 
12.3  to  30.0  lbs. 


3%x2%"Angle 
4.0  to  .12.4  lbs. 


G  x  31/2"  Angle 
11.7  to  28.9  lbs. 


3V2  x  3"  Angle 
0.0  to  15.7  lbs. 


5  x  4"  Angle 
11.0  to  24.2  lbs, 


4  x  3"  Angle 
'.l  to  17.1  lbs. 


5  x  3*'  Angle 
8.2  to  19.0  lbs. 


4  x  3V2"  Angle 
7,7  to  18.5  lbs. 


ST.  PAUL  FOUNDRY  CO.  13 


UNEQUAL  LEGGED  ANGLES 


14 


ST.  PAUL  FOUNDRY  CO. 

TEES 


16 


ST„  PAUL  FOUNDRY  CO 


AREAS  OF  STEEL  ANGLES 


Size  in  Inches 


8 

x  8 

7 

x  31/2 

6 

x« 

6 

x  4 

6 

x  31/2 

5 

x  5 

5 

x  4 

5 

x  31/2 

5 

x  3 

4 

x  4 

4 

x  31/2 

4 

x  3 

3% 

x  31/2 

sy2 

x  3 

»Ys 

x  2  y2 

3 

x  3 

3 

x  ay2 

3 

x  a 

ay2 

x  ay. 

x  a 

a 

x  a 

a 

X  1% 

194  x  1  % 
l%x  1% 

114  x  1V4 


Size  of 
Holes 


0 

^0 

9  // 
16 

ju  w 

1  1// 

16 

O 

1  3// 

16 

-< 

1  -V/ 
1  6 

w 

91 0" 

94" 

91 0" 

%" 

9io" 

7  '// 
I'l 

9/,  J! 
/lb 

r »/*" 

1  A/l(> 

3/.  tt 
/4 

Uie" 

%" 

1" 

7.75 

8.6S 

9.G1 

10.53 

11.44 

12.34 

13.23 

14.12 

15.00 

4.40 

5.00 

5.59 

6.17 

6.75 

7.31 

7.87 

8.42 

8.97 

9  50 

4.36 

5.0G 

5.75 

6.43 

7.11 

7.78 

8.44 

9.09 

9.74 

10.37 

11.06 

3.01 

4.1S 

4.75 

5.31 

5.80 

6.41 

6.94 

7.47 

7.99 

8.50 

9.00 

3.42 

3.97 

4.50 

5.03 

5.55 

6.00 

0.50 

7.00 

7.55 

8.03 

8.50 

3.G1 

4.18 

4.75 

5.31 

5.S6 

6.42 

6.94 

7.40 

7.99 

8.50 

9  00 

3.23 

3.75 

4.25 

4.75 

5.23 

5.72 

6.19 

7.11 

2.50 

3.05 

3.53 

4.00 

4.47 

4.92 

5.37 

5.81 

6.25 

6.67 

2.40 

2.80 

3.31 

3.75 

4.18 

4.61 

5.03 

5.44 

5.84 

2.40 

2. SO 

3.31 

3.75 

4.18 

4.61 

5.03 

5.44 

5.84 

2.25 

2.07 

3.09 

3.50 

3.90 

4.30 

4.68 

5.00 

5.43 

2.09 

2.48 

2.87 

3.25 

3.62 

3.98 

4.34 

4.69 

5.03 

2.09 

2.4S 

2.87 

3  25 

3  62 

3  9S 

4.34 

4  69 

5  03 

1.93 

2.30 

2.65 

3.00 

3.34 

3.67 

4.00 

4.31 

4.02 

1.44 

1.7S 

2.11 

2.43 

2.75 

3.00 

3.30 

3.65 

1.44 

1.78 

2.11 

2.43 

2.75 

3.06 

3.36 

1.31 

1.62 

1.92 

9  99 

2.50 

2.7S 

1.19 

1.47 

1.73 

2.66 

2.25 

0.90 

1.19 

1.47 

1.73 

2.00 

9  95 

0.S1 

1.06 

1.31 

1.55 

1.78 

2.00 

0.72 

0.94 

1.15 

1.36 

1.5G 

0.00 

0.78 

0.62 

0.S1 

1.00 

1.17 

1.30 

0.3(5 

0.53 

0.69 

0.84 

0  99 

0.30 

0.43 

0.50 

0.09 

.OS 

.12 

.16 

.20 

.23 

.27 

.31 

.35 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.09 

.14 

.19 

.23 

.28 

.33 

,3S 

.42 

.47 

.52 

.50 

.01 

.00 

.70 

.75 

.11 

.10 

.22 

.27 

.33 

.38 

.44 

.49 

.55 

.60 

.66 

.71 

.77 

.82 

.88 

.13 

.19 

.25 

.31 

.3S 

.44 

.50 

.50 

.63 

.09 

.75 

.81 

.88 

.94 

1. 

NOTE:  In  computing  area  to  be  deducted  for  rivet  holes  jV'  is  added  to  diameter  as  given  to  allow 
for  injury  to  metal  in  punching. 


ST.  PAUL 

FOUNDRY  CO. 

17 

WEIGHTS  OF 

STEEL 

ANGLES 

Size  in  Inches 

•Yio" 

Vi" 

5/ _// 

7I6 

%" 

7Z„f/ 

710 

%" 

%" 

Hio" 

SA" 

Uio" 

%" 

Uio 

1" 

H  xS 

26.4 

29.5 

32.7 

35. S 

3S.9 

42.0 

45.0 

48.0 

51.0 

7  x  3i/. 

15.0 

17.0 

19.0 

21.0 

23.0 

24.9 

28.7 

30.5 

32.3 

14.8 

17.2 

19.6 

21.9 

24.2 

26.5 

28.7 

30  9 

33.1 

35.3 

37.4 

«  x  4 

12  3 

14.3 

16.2 

18.1 

20  0 

21.8 

23.6 

25  4 

27.2 

28.9 

30.6 

<»  X  31/' 

11.7 

13.5 

15.3 

17.1 

IS.  9 

20.6 

22.3 

24.0 

25.7 

27.3 

28.9 

5  x  5 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 

5  x  4 

11.0 

12.8 

14.5 

16.2 

17.8 

19.5 

21.1 

22.6 

24.2 

5  x  31/. 

8.7 

10  4 

12.0 

13.6 

15.2 

16.8 

IS. 3 

19.8 

21  3 

22.7 

5  x  3 

8.2 

9.8 

11.3 

12.8 

14.2 

15.7 

17.1 

18.5 

19.9 

4  x  4 

S.2 

9.S 

11.3 

12.8 

14.3 

15.7 

17.1 

18.5 

19.9 

4  x  3i/. 

9.1 

10.5 

11.9 

13.3 

14.6 

15.9 

17.2 

18.5 

4  x  3 

7.1 

8.5 

9.8 

11.1 

12.3 

13.6 

14.8 

16.0 

17.1 

3  !'■  x  3  Y-, 

7.1 

8.5 

9.8 

11.1 

12.3 

13.6 

14.8 

16.0 

17.1 

31/2  x  3 

6.6 

7.8 

9  1 

10  2 

11  4 

12  5 

13.6 

14.7 

15  7 

31/,  x 

4  9 

6  1 

7  2 

S  3 

9  4 

10  4 

11  4 

12.4 

3  x  3 

4  9 

6.1 

7.2 

8.3 

9.4 

10  4 

11.4 

3  x  ay> 

4  5 

5  5 

6.6 

7.  (i 

8.5 

9  5 

3  x  a 

4  0 

5.0 

5.9 

6.8 

7.7 

x  s  1/' 

3  1 

4  1 

5  0 

5.9 

6.8 

7.7 

31/2  x  3 

2  x 

3  7 

4  5 

5  3 

6  1 

6  S 

3  x  3 

2  5 

3  2 

4  0 

4  7 

5  3 

3  x  1% 

2 1 

2  7 

1%  x  1% 

2  1 

2  8 

3  4 

4  0 

4  6 

1  X  1  l/> 

1  2 

1  s 

2  4 

2  9 

3  4 

11/1  x  114 

1.0 

1.5 

1.9 

2.4 

1  X  1 

o.s 

1  0 

1.5 

1 

18 

ST.  PAUL  FOUNDRY  CO. 

WEIGHTS  AND  DIMENSIONS  OF  TEES. 
EQUAL  LEGS. 

WEIGHTS  AND  DIMENSIONS  OF  TEES. 
UNEQUAL  LEGS. 

Size, 

Inches 

Thickness  of  Metal, 
Inches. 

wt. 

per  ft. 

Size,  Inches 

Thickness  of  Metal, 
Inches 

Wt. 

per  ft.  I 
lbs. 

1  Flange 

Stem. 

Flange 

Stem 

lbs. 

Flange 

Stem 

Flange. 

Stem. 

4 

4 

34  to  A 

34  to  A 

13.9 

5 

3 

34  to  A 

H  to  34 

13.6 

4 

4 

34  to  A 

34  to  A 

10.9 

2  34 

/''s  to  1% 

lli  to  yo 

11.0 

334 

334 

34  to  * 

Vi  to  A 

11.9 

* 

!> 

34  to  A 

34  to  A 

15.7 

3  34 

334 

34  to  A 

34  to  A 

9.3 

4 

5 

34  to  A 

34  to  A 

12.3 

3 

3 

34  to  A 

34  to  A 

10.1 

4 

3 

34  to  A 

34  to  A 

9.3 

3 

3 

A  to  34 

it  to 

9.0 

3  34 

4 

34  to  A 

34  to  A 

12.8 

3 

3 

34  to  A 

34  to  A 

7.9 

»34 

4 

34  to  A 

34  to  A 

10.0 

3 

3 

A  to  34 

A  t  o  34 

6.8 

334 

3 

34  to  A 

34  to  A 

11.0 

234 

2  34 

34  to  A 

34  to  A 

6.5 

«34 

3 

34  to  A 

34  to  A 

8.7 

2  3 4 

2  34 

A  to  34 

A  to  34 

5.6 

334 

3 

A  to  34 

34 

7.7 

2M 

2  34 

A  to  34 

A  to  34 

5.0 

3 

4 

34  to  A 

34  to  A 

11.9 

2  34 

•>  \/ 

34  to  A 

34  to  A 

4.2 

3 

4 

A  to  34 

re  to  /  2 

10.6 

•> 

A  to  34 

A  to  34 

4.4 

3 

4 

34  to  A 

34  to  A 

9.3 

O 

O 

34  to  A 

34  to  A 

3.7 

3 

334 

34  to  A 

34  to  A 

11.0 

1M 

134 

34  to  A 

34  to  A 

3.2 

3 

3  34 

A  to  34 

A  to  34 

9.8 

1 34 

1  .'a 

34  to  A 

34  to  A 

2.6 

3 

3  34 

34  to  A 

34  to  A 

8.6 

134 

134 

A  to  A 

A  to  A 

2.0 

3 

2  34 

34  to  A 

34  to  A 

7.2 

134 

134 

34  to  A 

34  to  A 

2.1 

3 

2  ]/2 

A  to  34 

A  to  34 

6.2 

1M 

134 

A  to  A 

JL  fn  7 

10  I/O  3  2 

1.7 

2  34 

3 

34  to  A 

34  to  A 

7.2 

l 

l 

A  to  A 

A  to  A 

1.3 

2  34 

3 

A  to  34 

A  to  34 

6.2 

l 

l 

3»  to  A 

34  to  A 

1.0 

234 

1  34 

A  to  A 

n  to  n 

3.0 

O 

1  34 

34  to  A 

34  to  A 

3.2 

Write  size  of  Tees:  Flange  by  Stein  by  Weight  per  foot. 

ST.  PAUL  FOUNDRY  CO.  19 


WEIGHTS  AND  DIMENSIONS  OF  STANDARD 

Z-BARS 


SIZE  IN  INCHES 

Thickness  of  Metal 

Weight  per  foot 
Pounds 

Flange 

Web 

Flange 

Inches 

31/2 

O 

31/- 

Vs 

1.5.6 

3»/i« 

Oi/io 

3»/io 

7 

115 

IS. 3 

3% 

6i/s 

3% 

V 

21.0 

3  Ys 

« 

31/2 

9 

lO* 

22.7 

3  »A« 

Clio 

3/1 « 

25.4 

3% 

«  Ys 

3% 

1  1 

10 

2S.0 

31/2 

0 

31/2 

% 

29.3 

3»/i(, 

Cl/10 

3/1(1 

1  3 

10 

32.0 

3% 

d/s 

3% 

Vs 

34.0 

3  Yi 

5 

31/4 

K 

10 

11.6 

3-/io 

5i/io 

3-;l  a 

3X 

Y 8 

13.9 

3% 

Si/s 

3«/s 

7 

10 

10.4 

31/4 

5 

3i/i 

y2 

17.  S 

3<&o 

•>Via 

3r;lo 

9 

10 

20.2 

3% 

51/s 

3% 

54 

22.0 

3% 

5 

3'/i 

1 1 

10 

23.7 

39/io 

51/m 

3r;lo 

M 

26.0 

3% 

51/s 

3% 

1  3 

10 

28.3 

3i/io 

4 

3>,« 

H 

8.2 

V.s 

41/10 

3Vs 

i  0 

10.3 

3»/i« 

41/s 

3/lo 

Vs 

12.4 

3Mo 

4 

3i/io 

7 

10 

13.8 

3i/s 

4v,o 

3i/s 

\{ 

15.8 

33/io 

41/s 

3/1 0 

9 

10 

17.9 

3i/io 

4 

3Vio 

5/ 

ys 

IS. 9 

31/s 

4Mo 

31/s 

1 1 

10 

20.9 

3-/io 

41/s 

33/10 

K 

22.9 

£11/10 

3 

£ii-lo 

H 

6.7 

2% 

31/10 

£3/4 

a 

10 

8.4 

£11/10 

3 

£11/10 

YS 

9.7 

£3/4 

31/10 

£3/4 

7 

10 

11.4 

£U/lO 

3 

£11/10 

12.5 

£% 

31/10 

£3/4 

9 

10 

14.2 

20  ST.  PAUL  FOUNDRY  CO. 


WEIGHT  OF  STEEL  PLATE 


POUNDS  PER  LINEAL  FOOT 


i 


3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

10.20 

11.05 

11.90 

12.75 

13.60 
15.30 
17.00 
18.70 

20.40 
22.10 

23.80 
25.50 

27.20 

30.60 
34.00 

37.40 

40.80 

44.20 

47.60 
51.00 

54.40 

57.80 

61.20 

64.60 

68.00 

71.40 

74.80 

78.20 

81.60 

88.40 

95.20 

102.0 

122.4 

142.8 


Width 


THICKNESS  IN  INCHES 


in 

Inches 

8/io 

Vi 

B/io 

% 

7/l(i 

V2 

9/lS 

% 

His 

% 

His 

% 

His 

i 

.638 

.S50 

1.06 

1.28 

1.49 

1.70 

1.92 

2.12 

2.34 

2.55 

2.76 

2.98 

3.19 

l!4 

.797 

1.06 

1.33 

1.59 

1.86 

2.12 

2.39 

2.65 

2.92 

3.19 

3.45 

3.72 

3.99 

l  ya 

.957 

1.28 

1.59 

1.92 

2.23 

2.55 

2.87 

3.19 

3.51 

3.83 

4.14 

4.47 

4.78 

i% 

1.11 

1.49 

1.86 

2.23 

2.60 

2.9S 

3.35 

3.72 

4.09 

4.47 

4.84 

5.20 

5.58 

2 

1.2S 

1.70 

2.12 

2.55 

2.98 

3.40 

3. S3 

4.25 

4.67 

5.10 

5.53 

5.95 

6.38 

m 

1.44 

1.91 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

5.75 

6.21 

6.69 

7.18 

1.59 

2.12 

2.65 

3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

6.38 

6.90 

7.44 

7.97 

*% 

1.75 

2.34 

2.92 

3.51 

4.09 

4.67 

5.26 

5.84 

6.43 

7.02 

7.60 

8.18 

8.77 

3 

1.91 

2.55 

3.19 

3.83 

4.46 

5.10 

5.74 

6.38 

7.02 

7.65 

8.29 

8.93 

9.57 

31/4 

2.07 

2.76 

3.45 

4.15 

4.83 

5.53 

6.22 

6.91 

7.60 

8.29 

8.9S 

9.67 

10.36 

3  ya 

2.23 

2.9S 

3.72 

4.47 

5.20 

5.95 

6.70 

7.44 

8.18 

8.93 

9.67 

10.41 

11.16 

3% 

2.39 

3.19 

3.99 

4.78 

5.58 

6.38 

7.17 

7.97 

8.76 

9.57 

10.36 

11.16 

11.95 

4 

2.55 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

10.20 

11.05 

11.90 

12.75 

434 

2.87 

3.83 

4.78 

5.74 

6.70 

7.65 

8.61 

9.57 

10.52 

11.48 

12.43 

13.39 

14.34 

5 

3.19 

4.25 

5.31 

6.38 

7.44 

8.50 

9.57 

10.63 

11.69 

12.75 

13.81 

14.87 

15.94 

51/2 

3.51 

4.67 

5.84 

7.02 

8.18 

9.35 

10.52 

11.69 

12.85 

14.03 

15.19 

16.36 

17.53 

0 

3.83 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

15.30 

16.58 

17.85 

19.13 

«y2 

4.14 

5.53 

6.90 

8.29 

9.67 

11.05 

12.43 

13.81 

15.20 

16.58 

17.95 

19.34 

20.72 

7 

4.46 

5.95 

7.44 

8.93 

10.41 

11.90 

13.39 

14.87 

16.36 

17.S5 

19.34 

20.83 

22.32 

7% 

4.78 

6.36 

7.97 

9.57 

11.16 

12.75 

14.34 

15.94 

17.53 

19.13 

20.72 

22.32 

23.91 

8 

5.10 

6.  SO 

8.50 

10.20 

11.90 

13.60 

15.30 

17.00 

IS.  70 

20.40 

22.10 

23.80 

25.50 

9 

5.74 

7.65 

9.56 

11.48 

13.40 

15.30 

17.22 

19.13 

21.04 

22.96 

24.86 

26.78 

28.69 

IO 

6.38 

8.50 

10.62 

12.75 

14.88 

17.00 

19.14 

21.25 

23. 3S 

25.50 

27.62 

29.75 

31. S8 

1  1 

7.02 

9.34 

11.68 

14.03 

16.36 

18.70 

21.02 

23.38 

25.70 

28.05 

30.40 

32.72 

35.06 

1‘2 

7.65 

10.20 

12.75 

15.30 

17.85 

20.40 

22.95 

25.50 

28.05 

30.60 

33.15 

35.70 

38.25 

13 

8.2S 

11.06 

13.81 

16. 5S 

19.34 

22.10 

24.86 

27.62 

30.39 

33.16 

35.91 

38.68 

41.44 

14 

8.92 

11.90 

14.88 

17.86 

20.82 

23.80 

26.78 

29.74 

32.72 

35.71 

38.67 

41.65 

44.63 

15 

9.56 

12.75 

15.94 

19.14 

22.32 

25.50 

28.70 

31.88 

35.06 

38.26 

41.43 

44.62 

47.82 

10 

10.20 

13.60 

17.00 

20.40 

23.  SO 

27.20 

30.60 

34.00 

37.40 

40.80 

44.20 

47.60 

51.00 

17 

10.84 

14.44 

18.06 

21.68 

25.28 

28.89 

32.52 

36.12 

39.72 

43.36 

46.96 

50.60 

54.20 

18 

11.48 

15.30 

19.12 

22.96 

26.79 

30.60 

34.44 

38.25 

42.08 

45.92 

49.72 

53 . 56 

57.38 

11) 

12.10 

16.16 

20.20 

24.24 

28.28 

32.31 

36.34 

40.37 

44.42 

48.46 

52.48 

56.52 

60.57 

20 

12.76 

17.00 

21.24 

25.50 

29.75 

34.00 

3S.27 

42.50 

46.74 

51.00 

55.25 

59.50 

63.76 

31 

13.40 

17.84 

22.32 

26.78 

31.24 

35.70 

40.16 

44.64 

49.0S 

53.56 

58.01 

62.49 

66.96 

22 

14.04 

18.69 

23.36 

28.06 

32.72 

37.40 

42.04 

46.76 

51.40 

56.10 

60.79 

65.44 

70.13 

23 

14.64 

19.56 

24.44 

29.36 

34.24 

39.10 

44.00 

48.88 

53.76 

58.66 

63.53 

68.43 

73.32 

24 

15.32 

20.40 

25.52 

30.60 

35.72 

40.  SO 

45.92 

51.00 

56.12 

61.20 

66.29 

71.40 

76.50 

20 

16.56 

22.12 

27.62 

33.16 

38.68 

44.20 

49.73 

55.24 

60.78 

66.32 

71.82 

77.36 

82.88 

28 

17.84 

23.80 

29 .70 

35.72 

41.65 

47.60 

53.56 

59.49 

65.44 

71.42 

77.34 

83.30 

89.26 

30 

19.12 

25.50 

31.88 

38.28 

44.64 

51.00 

57.40 

63.76 

70.13 

76.53 

S2.86 

89.24 

95.64 

30 

22.96 

30.59 

38.24 

45.92 

53.58 

61.20 

68. 88 

76.50 

84.15 

91.84 

99.44 

107.12 

114.76 

42 

26.80 

35.68 

44.64 

53  56 

62.48 

71.40 

80.32 

89.28 

9S.16 

107.12 

116.0 

125.0 

133.9 

ST.  PAUL  FOUNDRY  CO 


21 


WEIGHT  OF  SHEET  STEEL 

POUNDS  PER  LINEAL  FOOT 
United  States  Standard  Gauge 


o 

oS  Sj 

<v  .S  *3 

m 

g  S  c 

.s  —  c 

CJ 

Approximate 
Thickness  in 
Decimal  Parts 
of  an  Inch 

WIDTH 

IN  INCHES 

|o 

H  Ps 

C 

c3 

20 

23 

24 

2G 

2S 

SO 

3G 

42 

4* 

50 

54 

GO 

1 

9 

32 

.28125 

19.12 

21.05 

22.96  24.88 

26.  SO 

28.70 

34.42 

40.15 

45.88 

47.79 

51.61 

57.34 

i  7 

64 

.26562 

18.00 

19.88 

21.69  23.50 

25.31 

27.09 

32.51 

37.94 

43.37 

45. IS 

48.  SO 

54.18 

3 

M 

.25 

17.00 

18.71 

20.40 

22.09 

23. 7S 

25.50 

30.00 

35.72 

40.84 

42.49 

45.91 

51.00 

4 

11 

.23437 

15.94 

17.54 

19.14 

20.74 

22.31 

23.90 

28.69 

33. 4S 

38.27 

39.84 

43.04 

47.80 

5 

7 

32 

.21875 

14.87 

16.37 

17.86 

19.35 

20.84 

22.31 

26.78 

31.25 

35.72 

37.17 

40.17 

44.62 

g 

IS 

Si 

.20313 

13.81 

15.20 

16.57 

17.95 

19.33 

20.72 

24.86 

29.00 

33.14 

34.51 

37.28 

41.44 

7 

13B 

.1875 

12.76 

14.03 

15.30 

16.57 

17.84 

19.12 

22.95 

20.78 

30.61 

31.80 

34.40 

38.24 

H 

li 

.17188 

11.68 

12.86 

14.03  15.20 

16.37 

17.53 

21.04 

24.55 

28.06 

29.21 

31.55 

35.06 

9 

5 

32 

.15625 

10.62 

11.69 

12.75  13.81 

14.87 

15.94 

19.13 

22.32 

25.51 

26.55 

2S.07 

31.88 

io 

9 

6  4 

.14063 

9.56 

10.51 

11.46  12.41 

13.36 

14.34 

17.21 

20.  OS 

22.95 

23.90 

25.80 

2S.68 

1  1 

.125 

8.50 

9.35 

10.20 

11.05 

11.90 

12.75 

15.30 

17.85 

20.40 

21.25 

22.95 

25.50 

12 

7 

6  4 

.10938 

7.43 

8.18 

8.93 

9.68 

10.43 

11.16 

13.39 

15.62 

17.85 

18.59 

20.09 

22.32 

IS 

332 

.09375 

0.37 

7.00 

7.64 

8.28 

8.92 

9.56 

11.47 

13.38 

15.29 

15.93 

17.21 

19.12 

14 

.*> 

ti  4 

.07813 

5.31 

5. S3 

6.36 

6.89 

7.42 

7.97 

9.50 

11.15 

12.74 

13.28 

14.34 

15.94 

15 

9 

128 

.07031 

4.78 

5.25 

5.73 

6.21 

0.69 

7.17 

8.64 

10.11 

11.58 

11.94 

12.90 

14.34 

1G 

1 

16 

.0625 

4.25 

4.67 

5.09 

5.51 

5.93 

0.37 

7.65 

8.93 

10.21 

10.01 

11.45 

12.74 

17 

9 

160 

.05625 

3.S2 

4.20 

4.58 

4.96 

5.34 

5.74 

6.89 

8.04 

9.19 

9.56 

10.32 

11.48 

IS 

1 

20 

.05 

3.40 

3.74 

4.08 

4.42 

4.76 

5.10 

0.12 

7.14 

8.10 

8.49 

9.17 

10.20 

19 

> 

7 

160 

.04375 

2.97 

3.27 

3.57 

3.87 

4.17 

4.40 

5.36 

0.26 

7.10 

7.43 

8.03 

8.92 

20 

| 

3 

80 

.0375 

2.55 

2. SI 

3.07 

3.32 

3.58 

3.82 

4.59 

5.30 

6.13 

0.37 

0.89 

7.64 

22  ST.  PAUL  FOUNDRY  CO. 


DIMENSIONS  OF  BEAMS  AND  CHANNELS 

GAUGES  OF  ANGLES 


t  k 

. - . ■**  —  H 


I 

ins. 

ST  Weight 

a 

ins. 

5-  Web 
“  thickness 

Gauge 

g 

ins. 

Tang't 

/ 

ins. 

Dist. 

k 

ins. 

Grip 

b 

ins. 

1  Max.  size 

3  of  rivet 
or  bolt 

C 

ins. 

pf  Weight 

a 

ins. 

=•  Web 

”  thickness 

Gauge 

g 

ins. 

Tang’t 

t 

ins. 

Dist. 

k 

ins. 

Grip 

b 

ins. 

Max.  size 

3  of  rivet 

or  bolt 

100 

734 

34 

4 

2034 

134 

v& 

1 

15 

50 

31! 

23 

35 

234 

1234 

134 

34 

34 

90 

734 

'¥k 

4 

2034 

134 

Vs 

1 

15 

40 

3  hi 

a 

2 

1234 

134 

54 

34 

24 

80 

7 

A. 

4 

2034 

134 

7A 

1 

15 

33 

33? 

13 

35 

1.34 

1234 

134 

34 

34 

20 

80 

7 

1  9 

3  2 

4 

1634 

134 

1  5 
16 

Vs 

12 

40 

33? 

34 

2 

10 

1 

34 

34 

20 

70 

6A 

9 

15 

334 

17 

134 

34 

Vs 

12 

30 

3ft 

34 

2 

10 

1 

34 

34 

20 

65 

G34 

34 

334 

17. 

134 

34 

Vs 

12 

20)4 

91  S 
-16 

9 

35 

134 

10 

1 

34 

h 

1* 

70 

634 

23 

3  2 

334 

1534 

134 

34 

% 

IO 

30 

3ft 

2  1 
35 

1-34 

834' 

Vs 

34 

34 

1* 

55 

6 

7 

16 

334 

1534 

134 

34 

Vs 

IO 

15 

919 

3?5 

134 

834 

Vs 

16 

34 

15 

60 

6 

19 

3  2 

334 

1134 

134 

34 

34 

9 

1334 

2 16 

3?5 

1*4 

734 

Vs 

15 

34' 

15 

50 

5?  4 

17 

3  2 

3 

1234 

134 

34 

34 

H 

1134 

234 

7 

35 

134 

634 

Vs 

34 

34 

15 

42 

534 

13 

32 

3 

1234 

134 

34 

34 

7 

954 

2ft 

3 

T5 

134 

534 

34 

Vs 

34 

12 

50 

534 

Ik 

3 

93i 

134 

\l 

34 

O 

8 

1§2 

3 

16 

134 

434 

34 

Vs 

34 

12 

40 

534 

15 

3 

934 

134 

n 

34 

5 

634 

l34 

3 

16 

1 

334 

34 

B 

15 

34 

12 

31.5 

5 

1 1 
32 

234 

9*4 

134 

34 

34 

4 

534 

1 15 

3 

16 

1 

254 

34 

i3g 

34 

io 

30 

4H 

1  5 
32 

2:34 

8 

1 

15 

34 

3 

4 

13? 

5 

3  5 

1  5 
16 

134 

y 

34 

34 

io 

25 

454 

5 

15 

234 

8 

1 

7 

16 

34 

-Vi 

O 

25 

4l6 

15 

234 

7 

1 

7 

16 

34 

O 

21 

4A 

3*2 

234 

7 

1 

7 

16 

.  34 

H 

18 

4 

34 

234 

634 

Vs 

15 

34 

Leg 

a 

Max. 

Rivet 

Leg 

b 

C 

Max. 

Rivet 

7 

15 

92  1 
'J3  2 

34 

234 

534 

7A 

34 

34 

O 

12  >4 

9  5_ 

1  6 

32 

2 

434 

34 

34 

54 

4  " 

334" 

3  " 
234" 

2  " 
134" 

234" 

2  " 
134// 
134" 
134" 

l  " 

Vs" 
Vs" 
Vs " 
34" 
Vs" 
34" 

8" 

7" 

0" 

5" 

3  " 
234" 

2  " 
134" 

3  " 

3  " 
234" 

2  " 

1" 

P 

2. 

P* 

aT 

5 

9.75 

3 

7 

32 

134 

334 

34 

a 

15 

34 

4 

7.5 

2?i 

3 

15 

134 

234 

34 

5 

16 

34 

:i 

5.5 

2ise 

K 

32 

lie 

154 

34 

34 

34 

ST.  PAUL  FOUNDRY  CO. 


23 


STANDARD  CONNECTIONS  FOR  I-BEAMS 
AND  CHANNELS 


4x4x%"L-l'-6"lg.  Weight  3S.4  lbs, 
for  24"  I’s. 


6x4x54"  L-0'-10b."  lg.  Weight  28  lbs. 
for  15"  I’s  and  Cl’s 


l/W 

M 


4x4x54"  L-l'-3"  Ig.  Weight  32  lbs, 
for  18"  and  20"  I’s 


l"  l" 


6x4x%"  L-0'-8"  lg.  Weight  21.9  lbs. 
foi;  12"  I’s  and  C’s. 


2i 


,i  |'*  ! 

‘2S:  i25\ 

1'. 

6x4x^"L.0'5"lff.,wt.l3.81bs.  6x4x%"L.  0'3"lg.,wt.8.21bs.  6x4x%"L.0'l  ^"lg.,wt.5.61bs. 
for  7,  8,9,  10"  I’s  and  EC’s.  for  5,  6"  I’s  and  C’s.  .  lor*,4  1  s  R  s’-  , 

All  holes  for  Ji"  bolts  and  rivets.  Weights  of  connections  include  both  shop  and  field  rivets.  , 


24 


BEARING 


1  ■  1  ■  - 1 

ST.  PAUL  FOUNDRY  CO. 


PLATES  FOR  BEAMS  AND  CHANNELS 
ON  BRICK  AND  MASONRY 


CAST  TBON 

STEEL 

Safe  Bearing  Values  in 

Size  of 

£ 

(L> 

Tons  for  Plates  Resting  on 

Beams  or 
Channels 

Bearing 
Wall,  In 

O 

G 

aT 

N 

CO 

'hickness 

Inches 

TTc 

r— 

'hickness 

Inches 

bp 

’S 

c 

sit! 

§5 

irst  Class 

Brick 

Irdinary 

lasonry 

C“* 

r- 

O 

0 

Ox  G 

0 

Vs 

4 

3,  4,  5  and  C" 

G 

fix  G 

H 

7 

] \/ 

5 

1.8 

2.7 

4.5 

s 

S  x  8 

X 

13 

Vs 

9 

7  and  8" 

8 

8x8 

l 

17 

X 

14 

3.2 

4.8 

8.0 

8 

8x12 

l 

25 

H 

14 

9  and  10" 

4.8 

7.2 

12.0 

S 

8x12 

VA 

31 

X 

20 

12 

12  x  12 

l 

38 

'A 

20 

lit"  31.5  lbs. 

7.2 

10. S 

1S.0 

12 

12x12 

m 

47 

X 

31 

lit"  40  lbs. 
and  up,  and 

12 

12x16 

m 

63 

X 

41 

9.6 

14.4 

24.0 

15"  44  lbs. 

12 

12x16 

l1  o 

75 

1 

54 

15"  GO  and 
80  Ills. 

12 

12 

12  x  18 

12  x  IS 

m 

2 

98 

113 

X 

1 

46 

61 

10.8 

16.2 

27.0 

16 

IT 

117 

18,  20  and  24" 

16x10 

1 

73 

12.8 

19.2 

32.0 

16 

2 

133 

Above  bearing  values  are  based  on  the  following  table: 

Allowable  load  on  brick  work — 100  lbs.  per  square  inch. 

Allowable  load  on  1st  class  work — 150  lbs.  per  square  inch. 

Allowable  load  on  masonry — 250  lbs.  per  square  inch. 

Use  the  thicker  plate  for  bearing  values  exceeding  those  given  under  common  brick  work. 

When  end  reaction  exceeds  the  above  safe  bearing  values,  special  plates  will  be  required:  20"  and  24* 
beams  will  usually  require  special  calculations. 


ST.  PAUL  FOUNDRY  CO. 


25 


STANDARD  CAST-IRON  SEPARATORS 
FOR  I-BEAMS 


— 

. <• 


-  it — )|  — 


Separators  for  18,  20  and  24"  beams  are  made  of  4"  metaL 
Separators  for  f>  to  15"  beams  are  made  of  4"  metal. 
Separators  for  5"  beams  and  under  are  made  of  ?  s"  metal. 


SEPARATORS  WITH  ONE  BOLT 


BEAMS 

BOLTS 

WEIGHTS 

Q 

laches 

TJ) 

[cj 

Pounds 

g  Out  to  Out  of 
g"  Flanges  of  Beams 

'Ji 

<3 

5  a 
o  a 

c  g 

So 

c 

o 

Inches 

O 

N 

CQ 

Inches 

g  Distance 

g"  Center  to  Center 

CO 

bf) 

s 

Inches 

tn 

& 

c3 

CO 

-t-> 

O 

CQ 

Pounds 

►a  Increase  in  wt. 
g  of  Separator  Bolts 
for  1"  additional 
®  spread  of  Beams 

t-. 

O 

"c3 

zi 

Q< 

cu 

m 

Pounds 

Increase  in  wt. 
g  of  Separator 
for  1"  additional 
»  spread  of  Beams 

a 

5.50 

5 16 

3 

% 

44 

0.70 

.09 

2^ 

.25 

4 

7.50 

5^ 

3.4 

% 

44 

1.13 

.125 

3. 

.40 

5 

9.75 

014 

3}  2 

% 

4-4 

1.16 

.125 

3. 

.50 

« 

12.25 

7 

4 

.  % 

54 

1.22 

.125 

4. 

.00 

7 

15.0 

714 

Vi 

% 

54 

1.25 

.125 

4. 

.75 

H 

1S.0 

814 

4,4 

8A 

54 

1.28 

.125 

6. 

1.00 

O 

21.0 

9  ft 

5 

% 

04 

1.34 

.125 

-7. 

1.20 

lO 

25.0 

104 

54 

% 

0-4 

1.40 

125 

8. 

1.25 

13 

31.5 

10*4 

5  4 

% 

74 

1.40 

.125 

10. 

1.50 

12 

40.0 

i  14 

6 

% 

74 

1.49 

.125 

10. 

1.50 

SEPARATORS  WITH  TWO  BOLTS 


13 

31.5 

104 

54 

% 

0 

74 

2.92 

.250 

11. 

1.50 

12 

40. 

114 

G 

% 

0 

74 

2.9S 

.250 

11. 

1.50 

1  5 

42. 

114 

04 

% 

74 

74 

2.98 

.250 

15. 

1.75 

15 

00. 

124 

64 

% 

74 

84 

3.23 

.250 

15. 

1.75 

15 

80. 

134 

74 

% 

74 

9 

3.35 

.250 

15. 

1.75 

IS 

55. 

124 

'  04 

% 

9 

84 

3.10 

.250 

10. 

2.75 

20 

G5. 

134 

7 

% 

10 

84 

3.23 

.250 

25. 

3.10 

20 

80. 

144 

74 

% 

10 

94 

3.41 

.250 

28. 

3.10 

24 

80. 

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26  ST.  PAUL  FOUNDRY  CO. 


BENDING  MOMENTS  AND  DEFLECTIONS  OF 
BEAMS  UNDER  VARIOUS  SYSTEMS  OF  LOADING 


W  =  Total  load. 


(1)  Beam  supported  at  both  ends  and 
uniformly  loaded. 


Safe  load  =  that  given  in  tables.  Maximum  bend¬ 
ing  moment  at  center  of  beam  =  — 

O 


(3)  Beam  fixed  at  one  end  and  uniformly 
loaded. 


L  =  Length  of  beam. 


(2)  Beam  supported  at  both  ends,  single 
load  in  middle. 


Safe  load  =  that  given  in  tables.  Maximum 
bending  moment  at  center  of  beam  =  — j— 


(4)  Beam  fixed  at  one  end  and  loaded 
at  the  other. 


Safe  load  ='4  that  given  in  tables.  Maximun 

Ml. 

bending  moment  at  point  of  support  =  —~ 


Safe  load  =  3bi  that  given  in  tables.  Maximum 
bending  moment  at  point  of  support  =  Wl. 


(5)  Beam  supported  at  both  ends,  single 
unsymmetrical  load. 


Safe  load  =  that  given  in  tables  X 
Maximum  bending  moment  under  load  = 


(6)  Beams  supported  at  both  ends,  two 
symmetrical  loads. 


Safe  loads  =  that  given  in  tables  X  — - 

4a 

Maximum  bending  moment  between  loads  =  Wa 


Case  1  —  Deflection  under  safe  load  = 
“2—  . .  “  =  8/io 

“3 _  “  “  “  “  =2.4 

“4—  “  “  “  “  =3.2 


that  given  in  tables. 


ST.  PAUL  FOUNDRY  CO. 


27 


EXPLANATION  OF  TABLES  OF  SAFE  LOADS 


The  following  tables  give  the  greatest  safe  load  (evenly  distributed 
over  the  entire  length)  which  the  steel  shapes  used  as  beams  will  carry. 

These  loads  include  the  weight  of  the  beam,  which  must  be  deducted 
to  obtain  the  net  load. 

On  page  26  methods  are  given  for  obtaining  the  safe  loads  under 
various  systems  of  loading. 

The  loads  given  arc  based  on  a  fiber  stress  of  16,000  pounds  per 
square  inch,  and  are  entirely  reliable  for  ordinary  conditions  where  loads 
are  quiescent. 

For  fluctuating  loads  causing  vibration,  especially  if  the  beams  are 
long  as  compared  to  their  depth,  the  tabular  loads  should  be  reduced 
1-5;  for  rapidly  moving  loads,  or  where  loads  are  suddenly  applied 
with  slight  impact,  the  tabular  loads  should  be  reduced  1-3. 

It  is  assumed  that  the  beams  are  stiffened  sideways  to  prevent  buck¬ 
ling  in  the  compression  flange,  otherwise  tabular  load  must  be  reduced 
as  follows: 


Length  of  Beam 

Proportion  of  Tabular  safe  load 
to  be  used 

20  x  Flange  width 

Whole  Tabular  Load 

30  x 

9  “  “ 

10 

40  x 

8  “  “ 

10 

50  x 

7  “  u 

10 

tiO  x  “ 

rt  «  «* 

70  x 

]  -  “  *< 

In  many  cases  deflection  will  govern.  The  allowable  deflection  for 
plastered  ceilings  is  of  the  span.  This  limit  is  indicated  by  heavy 
lines  below  which  beams  should  not  be  used  with  plastered  ceilings  unless 
the  loads  are  reduced. 

The  deflection  will  be  reduced  in  the  same  ratio  as  the  load  on  the 
beam. 


28  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STEEL  I-BEAMS 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  beam 

D=the  deflection  in  inches  under  the  safe  load. 

For  safe  loads  and  deflections  under  various  systems  of  loading,  see  page  26, 


Distance  between 
Supports  in  Ft. 

34" 

I 

20" 

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1 

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For  safe  loads  below  heavy  lines  the  deflection  will  be  greater  than  the  allowable  limit  for  plaster  ceiling. 
For  safe  loads  above  dotted  lines  standard  connections  will  not  be  of  sufficient  strength. 


ST.  PAUL  FOUNDRY  CO.  29 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STEEL  I-BEAMS 


Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  beam 


D=the  deflection  in  inches  under  the  safe  load. 

For  safe  loads  and  deflections  under  various  systems  of  loading,  see  page  26. 


e  . 

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For  safe  loads  below  heavy  lines  the  deflection  will  be  greater  than  the  allowable  limit  for  plaster  ceiling 
For  safe  loads  above  dotted  lines  standard  connections  will  not  be  of  sufficient  strength. 


30  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STEEL  I-BEAMS 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  beam 


D=the  deflection  in  inches  under  the  safe  load. 

For  safe  loads  and  deflections  under  various  systems  of  loading,  see  page  26. 


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F'or  safe  loads  below  heavy  lines  the  deflection  will  be  greater  than  the  allowable  limit  for  plaster  ceiling. 
For  safe  loads  above  dotted  lines  standard  connections  will  not  be  of  sufficient  strength. 


L 


ST.  PAUL  FOUNDRY  CO.  31 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STANDARD  CHANNELS 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  channel 


D  =  the  deflection  in  inches  under  the  safe  load. 

For  safe  loads  and  deflections  under  various  systems  of  loading,  see  page  26. 


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16270 

.27 

15730 

.32 

10190 

.32 

15 

38180 

.26 

32950 

.26 

29630 

.26 

23340 

.31 

15180 

.31 

14680 

.37 

9510 

.37 

10 

35790 

.29 

30S90 

.29 

27780 

.29 

21880 

.35 

14230 

.35 

13760 

.42 

8920 

.42 

17 

33690 

.32 

29070 

.32 

26150 

.32 

20600 

.40 

13400 

.40 

12950 

.48 

8390 

.48 

18 

31820 

.36 

27460 

.36 

24700 

.36 

19450 

.45 

12650 

.45 

12240 

.54 

7930 

”54 

lO 

30140 

.40 

26070 

.40 

23400 

.40 

18430 

.50 

11990 

.50 

11590 

.60 

7510 

.60 

20 

28630 

.44 

24710 

.44 

22230 

.44 

17510 

.55 

11390 

.55 

11010 

.66 

7130 

.66 

21 

27270 

.49 

23540 

.49 

21170 

.49 

16670 

.61 

10850 

.61 

10490 

.73 

6790 

.73 

26030 

.53 

22470 

.53 

20210 

.53 

15910 

.67 

10350 

.67 

10010 

.80 

6400 

.80 

23 

24900 

.58 

21490 

.58 

19330 

.58 

15220 

.73 

9900 

.73 

9580 

.88 

6200 

.88 

24 

23860 

.69 

20590 

.64 

18520 

.64 

14590 

.79 

9490 

.79 

9  180 

.95 

5940 

.95 

25 

22910 

.69 

19770 

.69 

177SO 

.69 

14000 

.85 

9110 

.85 

8  810 

1.03 

5710 

1.03 

20 

22030 

.75 

19010 

.75 

17100 

.75 

13470 

.93 

8760 

.93 

8470 

1.12 

5490 

1.12 

27 

21210 

.81 

18310 

.81 

16460 

.81 

12970 

1 

.01 

8440 

1 .01 

8160 

1.21 

5280 

1.21 

28 

20450 

.86 

17650 

.86 

15880 

.88 

12500 

1 

.09 

8130 

1 .09 

7870 

1.30 

5100 

1.30 

20 

19750 

.93 

17040 

.93 

15330 

.93 

12070 

1 

.16 

7850 

1 .16 

7590 

1.39 

4920 

1.39 

30 

19090 

.99 

16470 

.99 

14820 

.99 

11670 

1 

.24 

7590 

1.24 

7340 

1.49 

4760 

1.49 

For  safe  loads  below  heavy  lines,  the  deflection  will  be  greater  than  the  allowable 
limit  for  plaster  ceilings. 


32  ST.  PAUL  FOUNDRY  CO. 

SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STANDARD  CHANNELS 

Safe  loads  are  figu  ed  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  channel 


D=the  deflection  in  inches  under  the  safe  load. 

For  safe  loads  and  deflections  under  various  systems  of  loading,  see  page  26. 


1 

Distance  between 
Supports  in  Ft. 

0" 

C 

8" 

c 

7" 

C 

tt" 

C 

5" 

C 

4" 

C 

3" 

C 

1314 

lbs. 

I) 

11 H 

lbs. 

D 

m 

lbs. 

I) 

8 

lbs. 

I) 

61 

lbs" 

D 

5  M 

lbs. 

D 

4 

lbs. 

D 

4 

2S0'0 

.03 

21530 

.03 

16070 

.04 

11550 

.01 

7910 

.05 

5080 

.07 

2910 

.09 

5 

22430 

.05 

17230 

.05 

12850 

.06 

9240 

.07 

6330 

.08 

4050 

.10 

2330 

.14 

« 

1S690 

.07 

14360 

.07 

10710 

.09 

7700 

.10 

5270 

.12 

3370 

.15 

1940 

.20 

7 

10020 

.09 

12310 

.10 

9180 

.12 

6600 

.14 

4520 

.16 

2890 

.20 

1660 

.27 

H 

14020 

.12 

10770 

.13 

8030 

.15 

5780 

.18 

3960 

.21 

2530 

.26 

1450 

.35 

U 

12460 

.15 

9570 

.17 

7140 

.19 

5130 

22 

3520 

.27 

2250 

.34 

1290 

.45 

io 

11220 

.18 

8610 

.21 

0430 

.24 

4620 

.28 

3160 

.33 

2020 

.41 

1160 

.55 

1  1 

10200 

.21 

7830 

.25 

5840 

.29 

4200 

.33 

2880 

.40 

1S40 

.50 

1060 

.67 

1£ 

9350 

.26 

7180 

.30 

5360 

.34 

3850 

.40 

2640 

.48 

1690 

.59 

970 

.80 

13 

8630 

.31 

6630 

.35 

4940 

.40 

3550 

.47 

2430 

.50 

1560 

.70 

890 

.93 

14 

8010 

.36 

6150 

.41 

4590 

.46 

3300 

.54 

2260 

.65 

1440 

.SI 

830 

1.0S 

15 

7480 

.41 

5740 

.47 

4280 

.53 

3080 

.62 

2110 

.74 

1350 

.93 

7S0 

1.24 

■HB 

1C 

7010 

.47 

5380 

.53 

4020 

.61 

2890 

.71 

1980 

.85 

1260 

1.06 

730 

1.41 

17 

6600 

.53 

5070 

.60 

3780 

.08 

2720 

.79 

1860 

.96 

1190 

1.20 

680 

1.60 

IS 

6230 

.60 

4790 

.67 

3570 

.77 

2570 

.89 

1760 

1.07 

1120 

1.34 

650 

1.79 

Iff 

5900 

.00 

4530 

33S0 

.85 

2430 

1.00 

1670 

1.20 

20 

5610 

.74 

4310 

.83 

3210 

.95 

2310 

1.10 

1580 

1.32 

21 

5340 

.81 

4100 

.91 

3060 

1.03 

2200 

1.22 

22 

5100 

.89 

3920 

1.01 

2920 

1.14 

2100 

1.34 

23 

4880 

.97 

1.09 

2790 

1.25 

24 

4670 

1.06 

3590 

1.19 

26S0 

1.36 

25 

4490 

1.15 

3450 

1.29 

20 

4320 

1.24 

4160 

1.34 

For  safe  loads  below  heavy  lines  the  deflection  will  be  greater  than  the  allowable  limit  for  plaster  ceiling 


ST.  PAUL  FOUNDRY  CO.  33 


SAFE  LO A  D  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  EQUAL  LEGGED  ANGLES 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  angle 


DISTANCE  BETWEEN  SUPPORTS  IN  FEET 


1 

£ 

3 

4 

5 

O 

7 

8 

9 

IO 

<»  x  0  x  % 

71040 

35520 

23080 

17700 

14210 

11S40 

10150 

8SS0 

7890 

7100 

«  x «  x  y2 

49170 

24590 

16390 

12290 

9830 

8200 

7020 

0150 

5460 

4920 

<;  x «  x  % 

37040 

18S20 

12540 

9400 

7520 

6280 

53S0 

4700 

41S0 

3700 

* 

i 

1 

X  | 

33000 

10S00 

11200 

8400 

0720 

5200 

4800 

4200 

3730 

3300 

5  x  5  x  % 

25S20 

12900 

8000 

0400 

5100 

4300 

3080 

3220 

2800 

2580 

4  x  4  x  Ve 

21010 

10510 

7000 

5250 

4200 

3500 

3000 

2030 

2340 

2100 

4  x  4  x  % 

10210 

8110 

5400 

4050 

3240 

2700 

2320 

2030 

1800 

1620 

4  x4  x  B/id 

13760 

68S0 

4580 

3440 

2700 

2300 

1900 

1720 

1520 

13S0 

31/2  X  31/2  X  % 

12270 

0140 

4090 

3070 

2450 

2050 

1750 

1530 

1300 

1230 

31/2  x  R 1/2  x  Yio 

10400 

5200 

3400 

2000 

20S0 

1740 

1480 

1300 

1100 

1040 

3  x  3  x  % 

8850 

4430 

2950 

2210 

1770 

14S0 

1200 

1110 

980 

890” 

3  X  3  X  Yus 

7570 

3790 

2520 

1890 

1510 

1200 

1080 

950 

840  1  700 

f 

3  x  3  x  14 

0180 

3100 

2000 

1540 

1240 

1040 

SSO 

770 

GS0 

620 

21/2  X  gy2  X  3/s 

G0S0 

3040 

2030 

1520 

1220 

1010 

870 

700  1  GS0 

010 

2V1>  X  21/2  X  Yu; 

5120 

2500 

1710 

1280 

1020 

850 

730 

640  j  570 

510 

21/2  X  21/2  x  14 

4270 

2140 

1420 

1070 

850 

710 

010 

530 

1  470 

430 

2  x  2  x  % 

3730 

1870 

1240 

930 

750 

020 

530 

|  470 

410 

370 

2  x  2  x  Yu; 

3200 

1000 

1070 

800 

040 

530 

460l  400 

300 

320 

2  x  2  x  M 

2070 

1340 

890 

070 

530 

450 

380 

]  330 

300 

270 

1%  x  1%  x  Vi 

2030 

1015 

080 

510 

410 

340 

23(1  250 

I 

■ 

230 

200 

For  lengths  to  the  right  of  heavy  line  the  deflection  will'  be  greater  than  jY'. 
For  lengths  to  the  right  of  the  dotted  lino,  the  deflection  will  be  greater  than  5 
For  safe  loads  under  various  systems  of  loading,  see  page  20. 


34  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  UNEQUAL  LEGGED  ANGLES 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  angle 

LONG  LEG  VERTICAL 


DISTANCE  BETWEEN  SUPPORTS  IN  FEET 


Size  of  Angle 

1 

£ 

3 

4 

5 

G 

7 

8 

10 

7  x  :{>/.  x  Vie 

53440 

26720 

17820 

13360 

10680 

8900 

7640 

6680 

5940 

5340 

G  x  4  x  y2 

46190 

23090 

15390 

11550 

9240 

7690 

6600 

5770 

5130 

4620 

G  x  4  x  % 

35420 

17700 

11800 

8860 

7080 

5900 

5060 

4420 

3940 

3540 

g  x  sy2  x  y2 

45230 

22610 

15070 

11310 

9050 

7540 

6460 

5650 

5020 

4520 

»  X  31/2  X  % 

34660 

17340 

11560 

8660 

6940 

5780 

4960 

4340 

3860 

3460 

5  x  4  x  y2 

32540 

16270 

10S40 

8140 

6500 

5420 

4650 

4070 

3610 

3250 

5  x  4  x  % 

24960 

12480 

8320 

6240 

5000 

4160 

3560 

3120 

2770 

2500 

5  x  31/2  x  i/a 

31S90 

15950 

10830 

7980 

6380 

5320 

4560 

3990 

3540 

3190 

5  x  .‘it-;  x  % 

24430 

12210 

8140 

6110 

4890 

4070 

3490 

3050 

2710 

2440 

5  x  31/2  x  s/,o 

20700 

10360 

6900 

5180 

4140 

3460 

2960 

25S0 

2300 

2080 

5  x  3  x  % 

23890 

11950 

7960 

5970 

4780 

3980 

3410 

29S0 

2650 

2390 

5  x  3  x  -Yjo 

20160 

10080 

6720 

5040 

4040 

3360 

2S80 

2520 

2240 

2020 

4  x  31/2  x  % 

16000 

8000 

5330 

4000 

3200 

2660 

2290 

2000 

17S0 

1600 

4  X  3 Vo  X  bin 

13440 

6720 

4480 

3360 

2680 

2240 

1920 

16S0 

1500 

1340 

4  x  3  x  % 

15570 

7790 

5190 

3890 

3110 

2590 

2220 

1950 

1730 

1560 

4  x  3  x  -y,  (i 

13120 

6560 

4380 

32S0 

2620 

2200 

1SS0 

1640 

1460 

1320 

31/1.  x  3  x  % 

12050 

6030 

4020 

3010 

2410 

2010 

1720 

1500 

1340 

1210 

31/2  x  3  x  s/,0 

10240 

5120 

3420 

2560 

2040 

1700 

1460 

1280 

1140 

1020 

31/2  x  ay.  x  % 

11630 

5810 

38S0 

2910 

2330 

1940 

1660 

1450 

1290 

1160 

31/2  X  521/2  X  1/4 

8000 

4000 

2660 

2000 

1600 

1340 

1140 

1000 

880 

800 

3  x  521/2  x  % 

8640 

4320 

2880 

2160 

1730 

1440 

1230 

10S0 

960 

860 

3  x  521/2  x  14 

5980 

2990 

1990 

1490 

1200 

1000 

860 

740 

660 

600 

3  x  52  x  % 

8320 

4160 

2770 

2080 

1660 

1380 

1190 

1040 

920 

830 

3  x  52  x  1/4 

5760 

28S0 

1920 

1440 

1150 

960 

820 

720 

640 

580 

52i/2  x  52  x  % 

5870 

2930 

1960 

1470 

1170 

980 

840 

730 

650 

590 

521/2  x  52  x  1/4 

4050 

2030 

1350 

1010 

810 

670 

580 

500 

450 

400 

For  lengths  to  the  right  of  heavy  line  the  deflection  will  be  greater  than  fe". 
For  safe  loads  under  various  systems  of  loading,  see  page  2fi. 


ST,  PAUL  FOUNDRY  CO.  35 

SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  UNEQUAL  LEGGED  ANGLES 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  angle 

SHORT  LEG  VERTICAL 

Size  of  Angle 

DISTANCE  BETWEEN  SUPPORTS  IN  FEET 

1 

a 

3 

4 

5 

6 

7 

8 

» 

10 

7  x  3 y2  x  Via 

15680 

7840 

5220 

3920 

3140 

2620 

2240 

1900 

1740 

1500 

6  x  4  x  y2 

22180 

11090 

7390 

5540 

4430 

3690 

3100 

2770 

2400 

2220 

«  x  4  x  % 

17060 

8540 

5080 

4260 

3420 

2840 

2440 

2140 

1900 

1700 

g  x  3  y2  x  y2 

10960 

84S0 

5050 

4240 

3390 

2820 

2420 

2120 

1880 

1700 

«  x  3y2  x  % 

13120 

6560 

43S0 

3280 

2620 

2180 

1880 

1040 

1460 

1320 

5  x  4  x  y2 

21760 

10880 

7250 

5440 

4350 

3020 

3100 

2720 

2420 

2180 

5  x  4  x  % 

10740 

83S0 

55S0 

41S0 

3340 

2S00 

2400 

2100 

1800 

1680 

5  x  3y>  x  y2 

10040 

8320 

5550 

4100 

3320 

2770 

23S0 

20S0 

1850 

1060 

5  x  3y2  x  3/s 

12910 

6450 

4300 

3220 

2580 

2150 

1840 

1010 

1430 

1290 

5  x  3y2  x  Via 

10S80 

5440 

3020 

2720 

2180 

1820 

1500 

1360 

1200 

1080 

5  x  3  x  a/s 

9490 

4746 

3100 

2370 

1890 

1580 

1300 

11S0 

1050 

950 

5  x  3  x  Via 

SOOO 

4000 

2GG0 

2000 

1600 

1340 

1140 

1000 

880 

800 

4  x  3%  x  % 

12590 

6290 

4190 

3150 

2520 

2090 

1800 

1570 

1400 

1200 

4  x3y2xe/io 

10780 

5380 

3600 

2700 

2100 

1800 

1540 

1340 

1200 

1080 

4  x  3  x  3/8 

9280 

4040 

3090 

2320 

I860 

1540 

1320 

1100 

1030 

920 

4:  X  4  X 

7900 

3940 

2040 

1980 

1580 

1320 

1120 

9S0 

880 

780 

3y2  x  3  x  3/s 

9000 

4530 

3020 

2200 

1810 

1511 

1290 

1130 

1000  |  900 

3y2  x  3  x  B/in 

7080 

3840 

2560 

1920 

1540 

12S0 

1100 

900 

800  |  760 

3%  X  X  3/s 

0290 

3140 

2090 

1570 

1200 

1050 

900 

790 

690  1  630 

1 _ _ _ 

sy2  x  ay2  x  % 

43S0 

2  ISO 

1400 

1100 

880 

720 

020 

540 

480  J  440 

3  x  a  1/2  X  % 

0180 

3090 

2000 

1540 

1230 

1030 

8S0 

770 

685  |  620 

3  x  ay2  x  y4 

4200 

2140 

1420 

1060 

800 

720 

600 

540 

480 

420 

3  x  a  x  s/s 

3950 

1970 

1320 

990 

790 

060 

500 

490  1  440 

390 

3  x  a  x  % 

2060 

1340 

880 

000 

540 

440 

3S0 

340  |  300 

260 

ay2  x  a  x  % 

3840 

1920 

1280 

960 

770 

640 

550 

480  |  420 

380 

ay2  x  a  x  y4 

2060 

1340 

880 

660 

540 

440 

380 

340  *  300 

■ 

260 

For  lengths  to  the  right  of  heavy  line  the  deflection  will  lie  greater  than 

For  lengths  to  the  right  of  dotted  line  the  deflection  will  be  greater  than  " 

For  safe  loads  under  various  systems  of  loading,  gee  page  20. 

36 


ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  STANDARD  TEES 

Safe  loads  are  figured  for  a  fiber  stress  of  16000  pounds  per 
square  inch,  and  include  the  weight  of  tees 


Section 
N  umber 

Size  of 
Flange  by 
Stem 

Weight 

per 

hoot 

DISTANCE  BET 

1 

£ 

3 

4 

' 

1 

5x3 

13.6 

125S0 

6300 

4200 

2140 

a 

5  x  2ys 

11. 

9180 

4580 

3060 

2300 

3 

4x4 

10.9 

17500 

8740 

5840 

4380 

4 

3y2  x  3y2 

11.9 

16220 

8100 

5400 

40<10 

4 

3y2  x  3y2 

9.3 

12700 

6340 

4240 

3180 

5 

3y2  x  3 

11.0 

12060 

6020 

4020 

2020 

5 

3y2  x  3 

8.7 

93S0 

4700 

3120 

2340 

G 

3  x  3 

10.1 

11740 

5SG0 

3920 

2940 

G 

3  x  3 

6.S 

7900 

3940 

2640 

1980 

7 

ay2  x  ay2 

5.6 

5340 

2060 

1780 

1340 

H 

2V±  x  avi 

4.2 

3420 

1700 

1140 

860 

» 

a  x  a 

3.7 

2660 

1340 

880 

000 

io 

1%  X  1% 

3.2 

2020 

1020 

680 

500 

11 

i  y2  X  i  y2 

2.0 

11S0 

580 

400 

300 

1£ 

1  Vi  X  1  Vi 

1.7 

740 

380 

240 

ISO 

13 

lxl 

1.0 

320 

160 

100 

5 

G  7 

8 

» 

IO 

2520 

2100 

1800 

1580 

1400 

1260 

1840 

1520 

1320 

1140 

1020 

920 

3500 

2920 

2500 

2180 

1940 

1740 

3240 

2700 

2320 

2020 

1S00 

1620 

2540 

2120 

1820 

15S0 

1420 

1260 

2420 

2000 

1720 

1500 

1340 

1200 

1880 

1560 

1340 

1180 

1040 

940 

2340 

1960 

1680 

1400 

1300 

1180 

1580 

1320 

1120 

9S0 

SSO 

780 

1060 

8S0 

760 

660 

600 

540 

(ISO 

560 

540 

400 

For  lengths  to  the  right  of  heavy  lines  the  deflection  will  lie  more  than  i3„"  for  the  given  safe  loads. 
For  safe  loads  under  various  systems  of  loading,  see  page  20. 


ST.  PAUL  FOUNDRY  CO. 


q 


GENERAL  FORMULAE  ON  THE  FLEXURE  OF  BEAMS 
OF  ANY  CROSS-SECTION 


Let  A  —  area  of  section  in  square  inches. 

1=  length  of  span  in  inches, 

TV=  load  uniformly  distributed  in  pounds, 

M=  bending  moment  in  inch  pounds, 
h  =  height  of  cross  section,  out  to  out,  in  inches, 

11  =  distance  of  center  of  gravity  of  section,  from  top  or  from  bottom,  in  inches, 

/=  stress  per  square  inch  in  extreme  fibers  of  beam,  either  top  or  bottom,  in  pounds 
according  as  n  relates  to  distance  from  top  or  from  bottom  of  section, 

£>  =  maximum  deflection  in  inches. 

I  -  moment  of  Inertia  of  section  neutral  axis  through  center  of  gravity, 

T'  =  moment  of  inertia  of  section  neutral  axis  parallel  to  above,  but  not  through 
center  of  gravity, 

rZ=  distance  between  these  neutral  axes, 

S=  section  modulus, 
r=  radius  of  gyration  in  inches, 

_ZJ=  modulus  of  elasticity  for  steel  29,000,000 


Then  £>  = 

I 

11 

f  I 

-  fs. 

n 

Mn 

M 

I 

s 

W= 

Sfl 

S  f 

I11 

1 

f= 

Win 

Wl 

S  1 

SB 

I"  = 

I  + 

AcV 

A 


S, 


I) 


D  = 


7>  = 


1) 


5  wr 

3S4E1 
pf 
4s  p  1 
wf 

SEI 
=  JU3 

3  a  i 


for  beam  supported  at  both  ends  uniformly  loaded, 

for  beam  supported  at  both  ends  and  loaded  with  a  single  load  P 
at  middle. 

for  beam  fixed  at  one  end  and  unsupported  at  the  other  and 
uniformly  loaded. 

for  beam  fixed  at  one  end  and  unsupported  at  other  and  loaded 
with  a  single  load  P  at  the  latter  end. 


38 


ST.  PAUL  FOUNDRY  CO 


PROPERTIES  OF  I-BEAMS. 


Depth  of  Beam 

Inches 

Weight  per  Foot 
Pounds 

Area  of  Section 

Square  Inches 

Thickness  of  Web 
Inches 

Width  of  Flange 
Inches 

Moment  of  Inertia 
“»  Neutral  Axis  Perpendicu¬ 

lar  to  Web  at  Center 

Moment  of  Inertia 

*  Neutral  Axis  Coincident 

with  Center  line  of  Web 

Radius  of  Gyration 

n  Neutral  Axis  Perpendicu¬ 

lar  to  Web  at  Center 

Radius  of  Gyration 

“  Neutral  Axis  Coincident 

with  Center  line  of  Web 

Section  Modulus 

C/3  Neutral  Axis  Perpendicu¬ 

lar  to  Web  at  Center 

Coefficient  of  Strength 

O  For  Fiber  Stress  of 

16,000  lbs.  per  Sq.  Inch, 

Used  for  Buildings 

Coefficient  of  Strength 

O  For  Fiber  Stress  of 

N  12,500  lbs.  per  Sq.  Inch, 

Used  for  Bridges 

1 1  1  Distance  Center  to 

’  j'  Center  Required  to 

C20  make  Radii  of  Gyration 

1 L—J  Equal 

100.00 

29.41 

0.754 

7.254 

2380.3 

48.56 

9.00 

1.28 

198.4 

2,115,800 

1,653,000 

17.82 

95.00 

27.94 

0.692 

7.192 

2309.6 

47.10 

9.09 

1.30 

192.5 

2,052,900 

1,603,900 

17.99 

24 

90.00 

26.47 

0.631 

7.131 

2239.1 

45.70 

9.20 

1.31 

186.6 

1,990,300 

1,554,900 

18.21 

85.00 

25 . 00 

0.570 

7.070 

2168.6 

44.35 

9.31 

1.33 

180.7 

1,927,600 

1,505,900 

18.43 

80.00 

23.32 

0.500 

7.000 

2087.9 

42.86 

9.46 

1.36 

174.0 

1.855.900 

1.449.900 

18  72 

100.00 

29.41 

0.884 

7.284 

1655.8 

52.65 

7.50 

1.34 

165.6 

1,766,100 

1,379,800 

14.76 

95.00 

27.94 

0.810 

7.210 

1606.8 

50.78 

7.58 

1.35 

160.7 

1,713,900 

1,339,000 

14.92 

20 

90.00 

26.47 

0.737 

7.137 

1557.8 

48.98 

7.67 

1.36 

155.8 

1,661.600 

1,298,100 

15.10 

85.00 

25.00 

0.663 

7 . 063 

1508.7 

47.25 

7.77 

1.37 

150.9 

1,609,300 

1,257,200 

15.30 

80.00 

23.73 

0.600 

7.000 

1466  5 

45.81 

7.86 

1.39 

146.7 

1.564.300 

1.222.100 

15.47 

75.00 

22.06 

0.649 

6.399 

1268.9 

30.25 

7.58 

1.17 

126.9 

1,353,500 

1,057,400 

14.98 

20 

70.00 

20.59 

0.575 

6 . 325 

1219.9 

29.04 

7.70 

1.19 

122.0 

1,301,200 

1,016,600 

15.21 

65.00 

19.08 

0.500 

6.250 

1169.6 

27.86 

7.83 

1.21 

117. 0 

1.247.600 

974.700 

15  47 

70.00 

20.59 

0.719 

6.259 

921.3 

24.62 

6.69 

1.09 

102.4 

1,091,900 

853,000 

13.20 

65.00 

19.12 

0.637 

6.177 

881.5 

23.47 

6.79 

1.11 

97.9 

1,0-14,800 

816,200 

13.40 

18 

60.00 

17.65 

0.555 

6.095 

841.8 

22.38 

6.91 

1.13 

93.5 

997,700 

779,500 

13.63 

55.00 

15.93 

0.460 

6.000 

795,6 

21.19 

7.07 

1.15 

88.4 

943.000 

736.700 

13.95 

100.00 

29.41 

1.184 

6.774 

900.5 

50.98 

5.53 

1.31 

120.1 

1,280,700 

1,000,600 

10.  75 

95.00 

27.94 

1.085 

6.675 

872  9 

48.37 

5.59 

1.32 

116.4 

1.241.500 

969,900 

10.86 

15 

90.00 

26.47 

0.987 

6.577 

845.4 

45.91 

5.65 

1.32 

112.7 

1,202,300 

939,300 

10.99 

85.00 

25.00 

0.889 

6.479 

817.8 

43.57 

5.72 

1.32 

109.0 

1,163,000 

908,600 

11.13 

80.00 

23.81 

0.810 

6.400 

795.5 

41 .76 

5.78 

1.32 

106.1 

1.131.300 

883.900 

11.25 

75.00 

22.06 

0.882 

6.292 

691.2 

30.68 

5.60 

1.18 

92.2 

983,000 

768,000 

10.95 

70.00 

20.59 

0.7S4 

6.194 

663.6 

29.00 

5. 68 

1.19 

88.5 

943,800 

737,400 

11.11 

15 

65.00 

19.12 

0.686 

6.096 

636.0 

27.42 

5.77 

1.20 

84.8 

904,600 

706,700 

11.29 

60.00 

17.67 

0.590 

6.000 

609.0 

25.96 

5.87 

1.21 

81.2 

866.100 

676.600 

11.49 

55.00 

16.18 

0.656 

5.746 

511.0 

17.06 

5.62 

1.02 

68.1 

726,800 

567,800 

11.05 

50.00 

14.71 

0.558 

5.648 

483.4 

16.04 

5.73 

1.04 

64.5 

687,500 

537,100 

11.27 

15 

45.00 

13.24 

0.460 

5 . 550 

455.8 

15.00 

5.87 

1.07 

60.8 

648,200 

506,400 

11.54 

42.00 

12.48 

0.410 

5.500 

441.7 

14.62 

5.95 

1.08 

58.9 

628.300 

490.800 

11.70 

55.00 

16.18 

0.822 

5.612 

321.0 

17.46 

4.45 

1.04 

53.5 

570,600 

445,800 

8.65 

50.00 

14.71 

0.699 

5.489 

303.3 

16.  12 

4.54 

1.05 

50. 6 

539,200 

421,300 

8.83 

12 

45.00 

13.24 

0.576 

5.366 

285.7 

14  89 

4.65 

1.06 

47.6 

507,900 

396, S00 

9.06 

40  00 

II  .84 

0  460 

5 .250 

268.9 

13.81 

4.77 

1.08 

44.8 

478.100 

373.500 

.  9  .29 

L=Safe  load  in  pounds  uniformly  distributed;  7,  =  Span  in  feet. 

M'  =  Moment  of  forces  in  foot  pounds;  C  and  C'  =  Coefficients  given 

L  =  <~‘T' ;  M'= ;  C  or  C' =L  1  =  S  M'  =  — 

Weights  in  heavy  print  are  Standard;  others  are  Special 


ST.  PAUL  FOUNDRY  CO. 


39 


PROPERTIES  OF  I-BEAMS 


f 

Depth  of  Beam 
Inches. 

.  1 

o 

l—  V* 

— 

P*  G 

S  o 

bfi  Ph 

*QJ 

£ 

Area  of  Section 

Square  Inches. 

Thickness  of  Web 
Inches. 

Width  of  Flange 
Inches 

Moment  of  Inertia 
^  Neutral  Axis 

Perpendicular 
to  Web  at  Center 

Moment  of  Inertia 
^  Neutral  Axis 

~  Coincident  With 
Center  Line  of  Web 

Radius  of  Gyration 
h.  Neutral  Axis 

Perpendicular 
to  Web  at  Center. 

Radius  of  Gyration 
^  Neutral  Axis 

-  Coincident  With 

1  Center  Line  of  Web. 

Section  Modulus 
rg.  Neutral  Axis 

(  Perpendicular 

to  Web  at  Center 

Coefficient  of  Strength 
~  for  Fiber  Stress  of 
^  16,000  lbs.  per  Sq.  Inch 
Used  for  Buildings. 

Coefficient  of  Strength 

c*.  for  Fiber  Strain  of 

i  12,500  lbs.  per  Sq.  Inch 

Used  for  Bridges. 

|  |  Distance  Center  to 

’-r  *  Center  Required 

tJjtJ  to  Make  Radii  of 
|  |  Gyration  Equal. 

35.00 

10.29 

0.436 

5.086 

228.3 

10.07 

4.71 

0.99 

38.0 

405,800 

317,000 

9.21 

31  .50 

9.26 

0.350 

5  000 

215.8 

9.50 

4.83 

1.01 

36  0 

383,700 

299,700 

9.45 

40.00 

11  .76 

0.749 

5.099 

158.7 

9.50 

3.67 

0.90 

31.7 

338,500 

264,500 

7.12 

35.00 

10.29 

0.602 

4 . 952 

146.4 

8.52 

3.77 

0.91 

29.3 

312,400 

244,100 

7.32 

io 

30.00 

8.  82j 

0.455 

4.805 

134.2 

7.65 

3.90 

0.93 

26.8 

286,300 

223,600 

7.57 

25  00 

7.37 

0.310 

4.660 

122.1 

6.89 

4.07 

0.97 

24.4 

260,500 

203,500 

7.91 

35.00 

10.29 

0.732 

4.772 

111.8 

7.31 

3.29 

0.84 

24.8 

265,000 

207,000 

6.36 

30.00 

8.82 

0.569 

4.609 

101  .9 

6.42 

3.40 

0.85 

22.6 

241,500 

188,700 

7.58 

25.00 

7.35 

0.406 

4.446 

91.9 

5.65 

3.54 

0.88 

20.4 

217,900 

170,300 

6.86 

21  .00 

6.31 

0.290 

4.330 

84.9 

5.16 

3.67 

0.90 

18.9 

201,300 

157,300 

7.  12 

25.50 

7.50 

0.541 

4.271 

68.4 

4.75 

3.02 

0.80 

17.1 

182,500 

142,600 

5.82 

23.00 

6.76 

0.449 

4.179 

64.5 

4.39 

3.09 

0.81 

16.1 

172,000 

134,400 

5.96 

20.50 

6.03 

0.357 

4.087 

60.6 

4.07 

3.17 

0.82 

15.1 

161,600 

126,200 

6.12 

18.00 

5.33 

0.270 

4.000 

56.9 

3.78 

3.27 

0.84 

14.2 

151,700 

118,500 

6.32 

20.00 

5.88 

0.458 

3.86S 

42.2 

3.24 

2.68 

0.74 

12.1 

128,600 

100,400 

5.15 

17.50 

5.15 

0.353 

3.763 

39.2 

2.94 

2.76 

0.76 

11.2 

119,400 

93,300 

5.31 

15.00 

4.42 

0  250 

3.660 

36.2 

2.67 

2.86 

0.78 

10.4 

110,400 

86,300 

5.50 

17.25 

5.07 

0.475 

3.575 

26.2 

2.36 

2.27 

0.68 

8.7 

93,100 

72,800 

4.33 

14.75 

4.34 

0.352 

3.452 

24.0 

2.09 

2.35 

0.69 

8.0 

85,300 

66,600 

4.49 

12.25 

3.61 

0.230 

3.330 

21  .8 

1 .85 

2.46 

0  72 

7.3 

77,500 

60,500 

4.70 

14.75 

4.34 

0.504 

3.294 

15.2 

1.70 

1.87 

0.63 

6.1 

64,600 

50,500 

12.25 

3.60 

0.357 

3.147 

13.6 

1.45 

1.94 

0.63 

5.4 

58,100 

45,400 

9.75 

2.87 

0.210 

3.000 

12.1 

I  .23 

2.05 

0.65 

4.8 

51,600 

40,300 

10.50 

3.09 

0.410 

2.880 

7.1 

1.01 

1.52 

0.57 

3.6 

38,100 

29,800 

9.50 

2.79 

0.337 

2.807 

6.7 

0.93 

1 . 55 

0.58 

3.4 

36,000 

28,100 

8.50 

2.50 

0.263 

2.733 

6.4 

0.85 

1 . 59 

0.58 

3.2 

33,900 

26,500 

7.50 

2.21 

0.  190 

2.660 

6.0 

0.77 

I  .64 

0.59 

3.0 

31,800 

24,900 

7.50 

2.21 

0.361 

2.521 

2.9 

0.60 

1.15 

0.52 

1.9 

20,700 

16,200 

6.50 

1.91 

0.263 

2.423 

2.7 

0.53 

1.19 

0.52 

1.8 

19,100 

15,000 

«> 

5 . 50 

1  63 

0.170 

2.330 

2.5 

0.46 

1  .23 

0.53 

1.7 

17,600 

13,800 

L  =  Safe  load  in  pounds  uniformly  distributed;  7  =  Span  in  feet. 

M  =  Moment  of  forces  in  foot  pounds;  C  and  C' =  Coefficients  given. 
CorC'  „  „.  „ .  8  f  s 


L= 


CorC 


M'= 


,  CorC'  =  LZ  =  8M'=-1>)  . 

Weights  in  heavy  print  are  standard  ;  others  are  special. 


40  ST.  PAUL  FOUNDRY  CO. 


PROPERTIES  OF  CHANNELS. 


Depth  of  Channel 
Inches. 

Weight  per  Foot 
Pounds. 

Area  of  Section 
Square  Inches 

Thickness  of  Web 
Inches. 

Width  of  Flange 
Inches. 

Moment  of  Inertia 
^  Neutral  Axis 

;  ~  Perpendicular  to 

Web  at  Center. 

Moment  of  Inertia 
Neutral  Axis 

'  Parallel  With 

Center  Line  of  Web. 

Radius  of  Gyration 
Neutral  Axis 

Perpendicular  to  Web 
at  Center. 

Radius  of  Gyration 
Neutral  Axis 

'  Parallel  With 

Center  I.ine  of  Web. 

Section  Modulus 
r.  Neutral  Axis 

J  Perpendicular  to  Web 
at  Center. 

Coefficient  of  Strength 

p-  for  Fiber  Stress  of 

j  ^  16.000  lbs.  Per  Sq.  Inch 

Used  for  Building. 

Coefficient  of  Strength 

I  («,  for  Fiber  Stress  of 

<  12,500  lbs.  per  Sq.  Inch 

Used  for  Bridges. 

t  J 

Distance  Required 

mo  to  Make  Radii 

of  Gyration  Equal. 

|  Distance  of  Center 

of  Gravity  from 
Outside  of  Web.  1 

55.00 

16.18 

0.818 

3.818 

430.2 

12.19 

5.16 

0.868 

57.4 

611,900 

478,000 

8.53 

0.823 

50.00 

14.71 

0.720 

3.720 

402.7 

11.22 

5.23 

0.873 

53.7 

572,700 

447,400 

8.71 

0.803 

15 

45.00 

13.24 

0.622 

3.622 

375-1 

10.29 

5.32 

0.882 

50.0 

533,500 

416,800 

8.92 

0.788 

40.00 

11.76 

0.524 

3.524 

347.5 

9.39 

5.43 

0.893 

46.3 

494,200 

386,100 

9.15 

0.783 

35.00 

10.29 

0.426 

3.426 

320.0 

8.48 

5.58 

0.908 

42.7 

455,000 

355,500 

9.43 

0.789 

33.00 

9.90 

0.400 

3.400 

312.6 

8.23 

5.62 

0.912 

41.7 

444,500 

347,300 

9.50 

0.794 

40.00 

11.76 

0.758 

3.418 

197.0 

6.63 

4.09 

0.751 

32.8 

350,200 

273,600 

6.60 

0.722 

35.00 

10.29 

0.636 

3.296 

179.3 

5.90 

4.17 

0.757 

29.9 

318,800 

249,100 

6.81 

0.694 

1 2 

30.00 

8.82 

0.513 

3.173 

161.7 

5.21 

4.28 

0.768 

26.9 

287,400 

224,500 

7.07 

0.677 

25.00 

7.35 

0.390 

3.050 

144.0 

4.53 

4.43 

0  785 

24.0 

256,100 

200,000 

7.36 

0.678 

20.50 

6.03 

0.280 

2.940 

128.1 

3.91 

4.61 

0.805 

21.4 

227,800 

178,000 

7.67 

0.704 

35.00 

10.29 

0.823 

3.183 

115.5 

4.66 

3.35 

0.672 

23.1 

246,400 

192,500 

5.17 

0.695 

30.00 

8.82 

0.676 

3.036 

103.2 

3.90 

3.42 

0.672 

20.6 

220,300 

172,100 

5.40 

0.651 

io 

25.00 

7.35 

0.529 

2.889 

91.0 

3.40 

3.52 

0.680 

18.2 

194,100 

151,700 

5.67 

0.620 

20.00 

5.88 

0.382 

2.742 

78.7 

2.85 

3. 66 

0.696 

15.7 

168,000 

131,200 

.  5.97 

0.609 

15.00 

4.46 

0.240 

2.600 

66.9 

2.30 

3.87 

0  718 

13.4 

142,700 

1 1 1 ,500 

6.33 

0.639 

25.00 

7.35 

0.615 

2.815 

70.7 

2.98 

3.10 

0.637 

15.7 

167,600 

130,900 

4.84 

0.615 

O 

20.00 

5.88 

0.452 

2.652 

60.8 

2.45 

3.21 

0.646 

13.5 

144.100 

112,600 

5.12 

0.585 

15.00 

4.41 

0.288 

2.488 

50.9 

1.95 

3.40 

0.665 

11.3 

120,500 

.94,200 

5.49 

0.590 

13.25 

3.89 

0.230 

2.430 

47.3 

1  .77 

3.49 

0.674 

10.5 

112,200 

87,600 

5.63 

0.607 

21.25 

6.25 

0.582 

2.622 

47.8 

2.25 

2.77 

0.600 

11.9 

127,400 

99,500 

4.23 

0.587 

IS.  75 

5.51 

0.490 

2.530 

43.8 

2.01 

2.82 

0 . 603 

11.0 

116,900 

91,300 

4.38 

0 .567 

8 

16.25 

4.78 

0.399 

2.439 

39.9 

1.78 

2.89 

0.610 

10.0 

106,400 

'  83,200 

4.54 

0 . 556 

13.75 

4.04 

0.307 

2.347 

36.0 

1.55 

2.98 

0.619 

9.0 

96,000 

75,000 

4.72 

0.557 

11.25 

3.35 

0.220 

2.260 

32.3 

1  33 

3.11 

0.630 

8.1 

86,100 

67,300 

4.94 

0.576 

19.75 

5.81 

0.633 

2.513 

33.2 

1.85 

2.39 

0.565 

9.5 

101,100 

79,000 

3.48 

0.583 

17.25 

5.07 

0.528 

2.408 

30.2 

1.62 

2.44 

0.564 

8.6 

92,000 

71,800 

3.64 

0 . 555 

7 

14.75 

4.34 

0.423 

2.303 

27.2 

1.40 

2.50 

0.568 

7.8 

82,800 

64,700 

3.80 

0 . 535 

12.25 

3.60 

0.318 

2.19S 

24.2 

1.19 

2.59 

0.575 

6.9 

73,700 

57,500 

3.99 

0.52S 

9.75 

2.85 

0.210 

2.090 

21.1 

0.98 

2.72 

0.586 

6.0 

66,800 

52,200 

4.22 

0.546 

15.50 

4.56 

0.563 

2.283 

19.5 

1.28 

2.07 

0.529 

6.5 

69,500 

54,300 

2.91 

0.546 

o 

13.00 

3.82 

0.440 

2.160 

17.3 

1.07 

2.13 

0.529 

5.8 

61,600 

48,100 

3.09 

0.517 

10  50 

3.09 

0'318 

2.038 

15.1 

0.88 

2.21 

0.534 

5.0 

53,800 

42,000 

3.28 

0.503 

8.00 

2.38 

0.200 

1 .920 

13.0 

0.70 

2.34 

0.542 

4.3 

46,200 

36,100 

3.52 

0.517 

11.50 

3.38 

0.477 

2.037 

10.4 

0.82 

1 . 75 

0.493 

4.2 

44,400 

34,700 

2.34 

0.508 

•> 

9.00 

2.65 

0.330 

1  .890 

8.9 

0.64 

1.83 

0.493 

3.5 

37,900 

29,600 

2  56 

0.4S1 

6.50 

1.95 

0.190 

1  .750 

7.4 

0.48 

1  95 

0.498 

3.0 

31,600 

24,700 

2.79 

0.489 

7.25 

2.13 

0.325 

1.725 

4.6 

0.44 

1.46 

0.455 

2.3 

24,400 

19,000 

1.85 

0.463 

4 

6.25 

1.84 

0.252 

1 .652 

4.2 

0.38 

1.51 

0.454 

2.1 

22,300 

17,400 

1.96 

0.458 

5.25 

1.55 

0.180 

1  .580 

3.8 

0.32 

1.56 

0.453 

1.9 

20,200 

15,800 

2.06 

0.464 

6.00 

1.76 

0.362 

1.602 

2.1 

0.31 

1.08 

0.421 

1.4 

14,700 

11,500 

1.07 

0.459 

» 

5.00 

1.47 

0.264 

1 .504 

1.8 

0.25 

1.12 

0.415 

1.2 

13,100 

10,300 

1.19 

0.443 

4.00  1.19 

0.170 

1  .410 

1.6 

0.20 

1.17 

0.409 

1  1 

1 1 ,600 

9,100 

1.31 

0  443 

ST.  PAUL  FOUNDRY  CO.  41 


PROPERTIES  OF  ANGLES  WITH  UNEQUAL  LEGS. 


o 

Perpendicular 
Distances  from 

Moments  of 

Section 

Radii  of 

d 

Center  of  Grav- 

Inertia. 

Moduli. 

Gyration. 

O 

ity  to  Back 

J 

s 

r 

CQ 

H 

O 

of  Flange. 

a? 

q 

t-3 

CO 

t/3  q5 

CO 

®  be 

CO  q5 

CO 

tz>  o 

0? 

53 

O 

£ 

o3 

0) 

o  5? 

LJ  *3 

Ur3 

■p  O  b£) 

P  o  t£ 

qj 

3  =  ^ 

•V  Ofl 

■p  c  bL 

3-3 

X  O  t L 

<S 

■a=cs< 
£  g  u 

p  c  b i 

<3  =  1*4 

'O 

c3 

PH 

pq  h(, 

2  3  a 
®tl|  o 

fc 

t-dn 

£  gw 

£  gw 

£ 

of 

CQ 

m 

5  a  ° 

^  3 

s  fet: 

Hr  ’“'-C 

^  m 

P  a  c 

P  c3  t 

in 

W 

o3 

0-1 

hP 

Inches 

Inches 

Lbs. 

Sq.  In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

8x3  L) 

ii 

20.5 

6.02 

0.75 

3.00 

4.92 

39.96 

1.79 

7.99 

0.  90 

2.58 

0.74 

7x3H 

1 

32.3 

9.50 

0.96 

2.71 

7.53 

45.37 

2.96 

10.58 

0.89 

2.19 

0.88 

7  x  3  Vi 

30.5 

8.97 

0.94 

2.69 

7.18 

43.13 

2.80 

10.00 

0.89 

2.19 

0.88 

7x3  14 

% 

28.7 

8.42 

0.92 

2.67 

6.83 

40.82 

2.64 

9.42 

0.90 

2.20 

0.88 

7  x  3H 

13 

16 

26.8 

7.87 

0.89 

2.64 

6.46 

38.45 

2.48 

S.82 

0.91 

2.21 

0.88 

7  x3H 

M 

24.9 

7.31 

0.87 

2.62 

6. OS 

35.99 

2.31 

8.22 

0.91 

2.22 

0.88 

7  x  3  H 

1  1 

16 

23.0 

6.75 

0. 85 

2.60 

5.69 

33.47 

2.14 

7 . 60 

0.92 

2.23 

0.89 

7  x  3  1 2 

v% 

21.0 

6.17 

0.82 

2.57 

5.28 

30.86 

1.97 

6.97 

0.93 

2.24 

0.89 

7  x  3^ 

9 

19.  1 

5.59 

0.80 

2.55 

4.86 

28. IS 

1.80 

6.33 

0.93 

2.25 

0.89 

7  x  3  Vi 

14 

17.0 

5.00 

0.78 

2.53 

4.41 

25.41 

1.62 

5.68 

0.94 

2.25 

0.89 

7  x  3 

7 

16 

15.0 

4.40 

0.75 

2.50 

3.95 

22.56 

1.47 

5.01 

0.95 

2.26 

0.89 

6x4 

1 

30.6 

9.00 

1.17 

2.17 

10.75 

30.75 

3.79 

8.02 

1.09 

1.85 

0.85 

6x4 

15 

Id 

28.9 

8.50 

1.14 

2.14 

10.26 

29.26 

3.59 

7. 59 

1.10 

1.86 

0.85 

6x4 

27.2 

7.99 

1.12 

2.12 

9.75 

27.73 

3.39 

7.15 

1.11 

1.86 

0.86 

6x4 

13 

25.4 

7.47 

1.10 

2.10 

9.23 

26.15 

3.18 

6.70 

1.11 

1.87 

0.86 

6x4 

23.6 

6.94 

1.08 

2.08 

8.68 

24.51 

2.97 

6.25 

1.12 

1.88 

0.86 

6x4 

tt 

21.8 

6.41 

1.06 

2.06 

8.11 

22.82 

2.76 

5.78 

1.13 

1.89 

0.86 

6x4 

% 

20.0 

5.86 

1.03 

2.03 

7.52 

21.07 

2.54 

5.31 

1.13 

1.90 

0.86 

6x4 

9 

18.1 

5.31 

1 . 01 

2.01 

6.91 

19.26 

2.31 

4.83 

1.14 

1.90 

0.87 

6x4 

14 

16.2 

4.75 

0.99 

1.99 

6.27 

17.40 

2. 08 

4.33 

1.15 

1.91 

0.87 

6x4 

7 

14.3 

4.18 

0.96 

1.96 

5.60 

15.46 

1.85 

3.83 

1.16 

1.92 

0.87 

6x4 

54 

12.3 

3.61 

0.94 

1.94 

4.90 

13.47 

1.60 

3.32 

1.17 

1.93 

0.88 

6  x  354 

l 

28.9 

8.50 

1. 01 

2.26 

7.21 

29.24 

2.90 

7.83 

0.92 

1.85 

0.74 

6  x  3  K 

15 

27.3 

8.03 

0.99 

2.24 

6.88 

27.84 

2.74 

7.41 

0.93 

1.86 

0.74 

6x3  y2 

Vs 

25.7 

7.55 

0.97 

2.22 

6.55 

26.38 

2.59 

6.98 

0.93 

1.87 

0.75 

6  x  3  K 

1  3 

24.0 

7.06 

0.95 

2.20 

6.20 

24.89 

2.43 

6. 55 

0.94 

1.88 

0.75 

6x3  y2 

M 

22.4 

6.56 

0.93 

2.18 

5.84 

23.34 

2.27 

6.10 

0.94 

1.89 

0.75 

6x3H 

fs 

20.6 

6.06 

0.90 

2.15 

5.47 

21.74 

2.11 

5.65 

0.95 

1.89 

0.75 

6  x  3)4 

18.9 

5.55 

0.88 

2.13 

5.08 

20.08 

1.94 

5.19 

0.96 

1.90 

0.75 

6  x  3  y2 

9 

17.1 

5.03 

0.86 

2.11 

4.67 

18.37 

1.77 

4.72 

0.96 

1.91 

0.75 

6  x  3)4 

14 

15.3 

4.50 

0.83 

2.08 

4.25 

16.59 

1.59 

4.24 

0.97 

1.92 

0.76 

6  x  3)4 

T6 

13.5 

3.97 

0.81 

2.06 

3.81 

14.76 

1.41 

3.75 

0.98 

1.93 

0.76 

6  x  3  >4 

54 

11.7 

3.42 

0.79 

2.04 

3.34 

12.86 

1.23 

3.25 

0.99 

1.94 

0.77 

5x4 

14 

24.2 

7.11 

1.21 

1.71 

9.23 

16.42 

3.31 

4.99 

1.14 

1.52 

0.84 

5x4 

1  3 

22.7 

6.  65 

1.18 

1.68 

8.74 

15.54 

3.11 

4.69 

1.15 

1 . 53 

0.84 

5x4 

M 

H 

21.1 

6.19 

1.16 

1.66 

8.23 

14.60 

2.90 

4.37 

1.15 

1.54 

0.84 

5x4 

19.5 

5.72 

1.14 

1.64 

7.70 

13.62 

2.69 

4  .05 

1.16 

1 . 54 

0.84 

5x4 

% 

17.8 

5.23 

1.12 

1.62 

7.14 

12.61 

2.48 

3.73 

1.17 

1.55 

0.84 

5x4 

9 

16.2 

4.75 

1.10 

1.60 

6.56 

11  .55 

2.26 

3.39 

1.18 

1.56 

0.85 

5x4 

14 

14.5 

4.25 

1.07 

1.57 

5.96 

10.46 

2.04 

3.05 

1.18 

1.57 

0.85 

5x4 

UJ 

12.8 

3.75 

1.05 

1.55 

5.32 

9.32 

1.81 

2.70 

1.19 

1.58 

0.85 

5x4 

r. 

11.0 

3.23 

1.03 

1.53 

4.67 

8.14 

1.57 

2.34 

1.20 

1.59 

0.86 

42 


ST.  PAUL  FOUNDRY  CO. 


PROPERTIES  OF  ANGLES  WITH  UNEQUAL  LEGS. 


Inches. 


5  x  3J4 
5  x  3  J4 
5x3H 
5  x  3V2 
5  x  3  34 

5  x  zy2 

5  x  314 
5  x  3J4 
5x3^ 
5x3^ 


0  X 

5  x 
5  x 
5  x 
5  x 
5  x 
5  x 
5  x 
5  x 


x  3H 
x  3}4 
x  3J4 
x3^ 
x  3J* 
x  3}4 
x  3  >4 
x  3'A 
x  3  H 


4x3 
4x3 
4x3 
x  3 
x  3 
x  3 
x  3 
x  3 
x  3 


a 

ii 


S3 

H 


J4 

« 

X 

» 


% 

tt 

X 


TS 


% 


'us 


X 

« 

X 

us 

a 

P 


Weight  per  Lin.  Foot. 

Area  of  Section. 

Perpendicular 
Distances  from 
Center  of  Grav¬ 
ity  to  Back 
of  Flange. 

Moments  of 

Inertia. 

I 

Section 

Moduli. 

s 

Radii  of 
Gyration. 

r 

To  back  of 
Long  Flange. 

To  Back  of 
Short  Flange. 

Neutral  Axis 

Parallel  to 

Long  Flange. 

Neutral  Axis 

Parallel  to 

Short  Flange. 

Neutral  Axis 

Parallel  to 

Long  Flange. 

Neutral  Axis 

Parallel  to 

Short  Flange. 

Neutral  Axis 

0  Parallel  to 

|  Long  Flange. 

Neutral  Axis 

Parallel  to 

Short  Flange. 

Least  Radius' 

Lb‘. 

Sq.  In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

22  7 

6.67 

1.04 

1.79 

6.21 

15.67 

2.52 

4.88 

0.96 

1.53 

0.75 

21.3 

6.25 

1.02 

1.77 

5.89 

14.81 

2.37 

4.58 

0.97 

1.54 

0.75 

19.8 

5.81 

1.00 

1.75 

5.55 

13.92 

2.22 

4.28 

0.98 

1.55 

0.75 

18.3 

5.37 

0.97 

1.72 

5.20 

12.99 

2.06 

3.97 

0.98 

1.56 

0.75 

lfi. 8 

4.92 

0.95 

1.70 

4.83 

12.03 

1.90 

3.65 

0.99 

1.56 

0.75 

15.2 

4.47 

0.93 

1.68 

4.45 

11.03 

1.73 

3.32 

1.00 

1.57 

0.75 

13.6 

4.00 

0.91 

1.66 

4.05 

9.99 

1.56 

2.99 

1.01 

1.58 

0.75 

12.0 

3.53 

0.S8 

1.63 

3.63 

8.90 

1.39 

2.64 

1.01 

1.59 

0.76 

10.4 

3.05 

0.86 

1.61 

3.18 

7.78 

1.21 

2.29 

1.02 

1.60 

0.76 

8.7 

2.56 

0.84 

1.59 

2.72 

6.60 

1.02 

1.94 

1.03 

1.61 

0.76 

19.9 

5.84 

0,86 

1.86 

3.71 

13.98 

1.74 

4.45 

0.80 

1.55 

0.64 

IS. 5 

5.44 

0.84 

1.84 

3.51 

13.15 

1.63 

4.16 

0.80 

1.55 

0.64 

17.1 

5.03 

0.82 

1.82 

3.29 

12.28 

1.51 

3.86 

0.81 

1.56 

0.64 

15.7 

4.61 

0.80 

1.80- 

3.06 

11.37 

1.39 

3. 55 

0.82 

1.57 

0.64 

14.3 

4.18 

0.77 

1.77 

2.83 

10.43 

1.27 

3.23 

0.82 

1.58 

0.65 

12.8 

3.75 

0.75 

1.75 

2.58 

9.45 

1.15 

2.91 

0.83 

1.59 

0.65 

11.3 

3.31 

0.73 

1.73 

2.32 

8.43 

1.02 

2.58 

0.84 

1.60 

0.65 

9.8 

2.86 

0.70 

1.70 

2.04 

7.37 

0.89 

2.24 

0.84 

1.61 

0.65 

8.2 

2.40 

0.68 

1.68 

1.75 

6.26 

0.75 

1.89 

0.85 

1.61 

0.66 

18.5 

5.43 

1.11 

1.36 

5.49 

7.77 

2.30 

2.92 

1.01 

1.19! 

0.72 

17.3 

5.06 

1.09 

1.34 

5.18 

7.32 

2.15 

2.75 

1.01 

1.20 

0.72 

16.0 

4.68 

1.07 

1.32 

4.86 

6.86 

2.00 

2.56 

1.02 

1.21 

0.72 

14.7 

4.30 

1.04 

1.29 

4.52 

6.37 

1.84 

2.35 

1.03 

1.22 

0.72 

13.3 

3.90 

1.02 

1.27 

4.17 

5.86 

1.68 

2.15 

1.03 

1.23 

0.72 

11.9 

3.50 

1.00 

1.25 

3.79 

5.32 

1.52 

1.93 

1.04 

1.23 

0.72 

10.6 

3.09 

0.98 

1.23 

3.40 

4.76 

1.35 

1.72 

1.05 

1.24 

0.72 

9.1 

2.67 

0.96 

1.21 

2.99 

4. 18 

1.18 

1.50 

1.06 

1.25 

0.73 

7.7 

2.25 

0.93 

1.18 

2.59 

3.56 

1.01 

1.26 

1.07 

1.26 

0.73 

17.1 

5.03 

0.94 

1.44 

3.47 

7.34 

1.68 

2.87 

0.83 

1.21 

0.64 

16.0 

4.69 

0.92 

1.42 

3.28 

6.93 

1.57 

2.68 

0.84 

1.22 

0.64 

14.8 

4.34 

0.S9 

1.39 

3.08 

6.49 

1.46 

2.49 

0.84 

1.22 

0.64 

13.6 

3.98 

0.87 

1.37 

2.87 

6.03 

1.35 

2.30 

0.85 

1.23 

0.64 

12.4 

3.62 

0.85 

1.35 

2.66 

5.55 

1.23 

2.09 

0.86 

1.24 

0.64 

11.1 

3.25 

0.83 

1.33 

2.42 

5.05 

1.12 

1.89 

0.86 

1.25 

0.64 

9.8 

2.87 

0.80 

1.30 

2.18 

4.52 

0.99 

1.68 

0.87 

1.25 

0.64 

8.5 

2.48 

0.78 

1.28 

1.92 

3.96 

0.87 

1.46 

0.88 

1.26 

0.64 

7.2 

2.09 

0.76  | 

1.26 

1 . 65 

3.38 

0.74 

1.23 

0.89 

1.27 

0.65 

ST.  PAUL  FOUNDRY  CO.  43 


PROPERTIES  OF  ANGLES  WITH  UNEQUAL  LEGS. 


-t-3 

Perpendicular 

Distances  from 

Moments  of 

Section 

fl _ 

Center  o  f  Grav- 

Inertia 

Moduli 

Radii  of  Gyration 

W 

+3 

ity  to 

Back 

<13 

o> 

fl 

O 

o 

cu 

m 

of  Flange 

1 

<5 

r 

•— « 

xn  <U 

Xfl  <D 

go  a ) 

xfi  a> 

2 

Q, 

-L> 

be 

o 

c3 

0) 

La 

°  a 

<3  — 

ESS 

<!_  c3 
c3P 

t?  2  § 

3!i 

i— <  a»r- 

S  o  be 

o3 

0>p 

32c1 

<  —  c3 
—  cup 

Xfl 

Xfl  Pi 

cs-d 

O 

£ 

W  M 

8o 

H  j 

as 

~  c3 

La  bC 

p  =3  d 

h  ^  -L5 
^  l< 

3*° 

■2  2  be 
3  <3  a 

h  +-> 

3  o8  o 
Z  m 

p  a  es 

z  ^ 

La  C3 
g  03  0 

Z  m 

o>  ci 

Inches 

In. 

Lbs. 

Sq.In 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

3H  x  3 

13 

15.8 

4.62 

0.98 

1.23 

3.33 

4.98 

1.65 

2.20 

0.85 

1.04 

0.62 

3'A  x  3 

34 

14.7 

4.31 

0.96 

1.21 

3.15 

4.70 

1.54 

2.05 

0.85 

1.04 

0.62 

3)4x3 

H 

13.6 

4.00 

0.94 

1.19 

2.96 

4.41 

1.44 

1.91 

0.86 

1.05 

0.62 

3)4  x  3 

12.5 

3.67 

0.92 

1.17 

2.76 

4.11 

1.33 

1.76 

0.87 

1.06 

0.62 

3)4  x  3 

A 

11.4 

3.34 

0.90 

1.15 

2.55 

3.79 

1.21 

1.61 

0.87 

1.07 

0.62 

3)4x3 

)4 

10.2 

3.00 

0.88 

1.13 

2.33 

3.45 

1.10 

1.45 

0.88 

1.07 

0.62 

3)4  x  3 

TS 

9.1 

2.65 

0.85 

1.10 

2.09 

3.10 

0.98 

1.29 

0.89 

1.08 

0.62 

3)4x3 

Vs 

7.9 

2.30 

0.83 

1.08 

1.85 

2.72 

0.85 

1.13 

0.90 

1.09 

0.62 

3)4  x  3 

5 

16 

6.6 

1.93 

0.81 

1.06 

1.58 

2.33 

0.72 

0.96 

0.90 

1.10 

0.63 

3)4x  2)4 

H 

12.5 

3.65 

0.77 

1.27 

1.72 

4.13 

0.99 

1.85 

0.67 

1.06 

0.53 

3  )4  x  2  )4 

% 

11.5 

3.36 

0.75 

1.25 

1.61 

3.85 

0.92 

1.71 

0.69 

1.07 

0.53 

3  )4  x  2  J4 

A 

10.4 

3.06 

0.73 

1.23 

1.49 

3.55. 

0.84 

1.56 

0.70 

1.08 

0.53 

3  >  4  x  2)4 

)4 

9.4 

2.75 

0.70 

1.20 

1.36 

3.24 

0.76 

1.41 

0.70 

1.09 

0.53 

3)4x  2)4 

A 

8.3 

2.43 

0.68 

1.18 

1.23 

2.91 

0.68 

1.26 

0.71 

1.09 

0.54 

3)4x2  J-6 

54 

7.2 

2.11 

0.66 

1.16 

1.C9 

2.56 

0.59 

1.09 

0.72 

1.10 

0.54 

3)4  X  2)4 

TG 

6.1 

1.78 

0.64 

1.14 

0.94 

2.19 

0.50 

0.93 

0.73 

1.11 

0.54 

3  )4  x  2  )4 

M 

4.9 

1.44 

0.61 

1.11 

0.78 

1.80 

0.41 

0.75 

0.74 

1.12 

0.54 

3  x  2)4 

9.5 

2.78 

0.77 

1.02 

1.42 

2.28 

0.82 

1  15 

0.72 

0.91 

0.52 

3  x  2)4 

>4 

8.5 

2.50 

0.75 

1.00 

1.30 

2. OS 

0.74 

1.04 

0.72 

0.91 

0.52 

3  x  2)4 

A 

7.6 

2.22 

0.73 

0.98 

1.18 

1.88 

0.66 

0.93 

0.73 

0.92 

0.52 

3  x  2  )4 

54 

6.6 

1.92 

0.71 

0.96 

1.04 

1.66 

0.58 

0.81 

0.74 

0.93 

0.52 

3  x  2)4 

A 

5.6 

1.62 

0.68 

0.93 

0.90 

1.42 

0.49 

0.69 

0.74 

0.94 

0.53 

3  x  2)4 

4.5 

1.31 

0.66 

0.91 

0.74 

1.17 

0.40 

0.56 

0.75 

0.95 

0.53 

3  x  2 

)4 

7.7 

2.25 

0.58 

1.08 

0.67 

1.92 

0.47 

1.00 

0.55 

0.92 

0.43 

3  x  2 

A 

6.8 

2.00 

0.56 

1.06 

0.61 

1.73 

0.42 

0.89 

0.55 

0.93 

0.43 

3  x  2 

% 

5.9 

1.73 

0.54 

1.04 

0.54 

1.53 

0.37 

0.78 

0.56 

0.94 

0.43 

3  x  2 

T6 

5.0 

1.47 

0.52 

1.02 

0.47 

1.32 

0.32 

0.66 

0.57 

0.95 

0.43 

3  x  2 

A 

4.1 

1.19 

0.49 

0.99 

0.39 

1.09 

0.25 

0.54 

0.57 

0.95 

0.43 

2)4  x  2 

A 

6.8 

2.00 

0.63 

0.88 

0.64 

1.14 

0.46 

0.70 

0.56 

0.75 

0.42 

2)4  x  2 

A- 

6.1 

1.78 

0.60 

0.85 

0.58 

1.03 

0.41 

0.62 

0.57 

0.76 

0.42 

2)4x2 

54 

5.3 

1.55 

0.58 

0.83 

0.51 

0.91 

0.36 

0.55 

0.58 

0.77 

0.42 

2)4x2 

4.5 

1.31 

0.56 

0.81 

0.45 

0.79 

0.31 

0.47 

0.58 

0.78 

0.42 

2)4x2 

« 

3.7 

1.06 

0.54 

0.79 

0.37 

0.65 

0.25 

0.38 

0.59 

0.78 

0.42 

2)4x2 

A 

2.8 

0.81 

0.51 

0.76 

0.29 

0.51 

0.20 

0.29 

0.60 

0.79 

0.43 

2  x  U4 

2.7 

0.78 

0.37 

0.69 

0.12 

0.37 

0.12 

0.23 

0.39 

0.63 

0.30 

2  x  15* 

-h 

2.1 

0.60 

0.35 

0.66 

0.09 

0.24 

0.09 

0.18 

0.40 

0.63 

0.31 

44  ST.  PAUL  FOUNDRY  CO. 


PROPERTIES  OF  ANGLES  WITH  EQUAL  LEGS. 


r* 

*-  b£ 

^03 

rj 

tt03  £ 

SIZE 

nches. 

GO 

I  I 
it 

O 

£  . 

£  o 

of  Section 

Inches. 

iistance  of  Cente 
of  Gravity 

om  buck  of  Flan 

Inches. 

ment  of 

ia.  Neutral 

rough  Ceni 

nty  parall 

Flange. 

K 

5  72 

i<$ 

^  cj  a) 

ci:-0 

'■P  m 

. 

>><  fn 

S  >*& 

2  .  £  •-  b£  . 

^  <*> 

H 

be  ^ 
a> 

pt 

$  O' 
t  VI 
< 

gssso 

o  ^  ■*- 

5  ?  72 

c3 

0) 

02 

25  S  § 

C3 

|o-^° 

5R  qj  c 

o 

i 

s 

r 

r' 

8x8 

iVs 

l  (V 

56.9 

16.73 

2.41 

97.97 

17.53 

2.42 

1 .55 

8x8 

54.0 

15.87 

2.39 

93 . 53 

16.67 

2.43 

1 .56 

8x8 

i 

51 .0 

15.00 

2.37 

88.98 

15.80 

2.44 

1.56 

8x8 

15 

48.1 

14.12 

2.34 

84.33 

14.91 

2.44 

1 .56 

8x8 

v% 

45 .0 

13.23 

2.32 

79.58 

14.01 

2.45 

1.57 

8x8 

13. 

42.0 

12.34 

2.30 

74.71 

13.11 

2.46 

1.57 

8x8 

H 

38.9 

11.44 

2.28 

69.74 

12.18 

2.47 

1.57 

8x8 

U 

35.8 

10.53 

2.25 

64.64 

11.25 

2.48 

1  .58 

8x8 

% 

32.7 

9.61 

2.23 

59.42 

10.30 

2.49 

1 .58 

8x8 

9_ 

29.6 

8.68 

2.21 

54.09 

9.34 

2.50 

1.58 

8x8 

l/z 

26.4 

7.75 

2.19 

48.63 

8.37 

2.50 

1.58 

6x6 

1 

37.4 

11.00 

1.86 

35.46 

8.57 

1.80 

1.16 

6x6 

1A 

35.3 

10.37 

1.84 

33.72 

8.11 

1.80 

1.16 

6x6 

y 

33.1 

9.74 

1.82 

31.92 

7.64 

1.81 

1.17 

6x6 

tt 

31.0 

9.09 

1.80 

30.06 

7.15 

1.82 

1.17 

6x6 

H 

28.7 

8.44 

1 .78 

28.15 

6.66 

1.83 

1.17 

6x6 

a 

26.5 

7.78 

1 .75 

26.19 

6.17 

1.83 

1.17 

6x6 

% 

24.2 

7.11 

1 .73 

24.16 

5.66 

1 .84 

1.18 

6x6 

0 

21 .9 

6.43 

1.71 

22.07 

5.14 

1 .85 

1.18 

6x6 

Vi 

19.6 

5.75 

1.68 

19.91 

4.61 

1.86 

1.18 

6x6 

A 

17.2 

5.06 

1.66 

17.68 

4.07 

1 .87 

1.19 

6x6 

H 

14.9 

4.36 

1.64 

15.39 

3.53 

1.88 

1.19 

5x5 

1 

30.6 

9.00 

1.61 

19.64 

5.80 

1.48 

0.96 

5x5 

H 

28.9 

8.50 

1.59 

18.71 

5.49 

1.48 

0.96 

5x5 

L 

27.2 

7.99 

1.57 

17 .75 

5.17 

1  .49 

0.96 

5x5 

13 

25.4 

7.46 

1 .55 

16.77 

4.85 

1.50 

0.97 

5x5 

23.6 

6.94 

1 .52 

15.74 

4.53 

1.51 

0.97 

5  x  5 

+* 

21.8 

6.42 

1.50 

14.68 

4.20 

1 .51 

0.97 

5x5 

20.0 

5.86 

1  .48 

13.58 

3.86 

1.52 

0.97 

5x5 

9 

18.1 

5.31 

1.46 

12.44 

3.51 

1  .53 

0.98 

5  x  5 

16.2 

4.75 

1.43 

11.25 

3.15 

1.54 

0.98 

5x5 

1*6 

14.3 

4.18 

1  .41 

10.02 

2.79 

1 . 55 

0.98 

5x5 

X 

12.3 

3.61 

1.39 

8.74 

2.42 

1 .56 

0.99 

4x4 

13 

19.9 

5.84 

1.29 

8.14 

3.01 

1.18 

0.77 

4x4 

J4 

18.5 

5.44 

1.27 

7.67 

2.81 

1.19 

0.77 

4x4 

H 

17.1 

5.03 

1.25 

7.17 

2.61 

1.19 

0.77 

4x4 

K 

15.7 

4.61 

1  .23 

6.66 

2.40 

1.20 

0.77 

4x4 

A 

14.3 

4.18 

1.21 

6.12 

2.19 

1.21 

0.78 

4  x  4 

12.8 

3.75 

1.18 

5 . 56 

1.97 

1.22 

0.78 

4x4 

A 

11.3 

3.31 

1.16 

4.97 

1 .75 

1.23 

0.78 

4x4 

« 

9.8 

2.86 

1.14 

4.36 

1  .52 

1 .23 

0.79 

4x4 

16 

8.2 

2.40 

1.12 

3.71 

1.29 

1.24 

0.79 

ST.  PAUL.  FOUNDRY  CO.  45 


PROPERTIES  OF  ANGLES  WITH  EQUAL  LEGS 


SIZE 

Inches. 

Thickness 

Inches 

Weight  per  Foot 
Pounds. 

Area  of  Section. 

Square  Inches. 

Distance  of 

Center  of  Gravity 

from  back  of  Flange. 

Inches. 

Moment  of  ' 

Inertia,  Neutral 

Axis  through 

Center  of  Gravity 

Parallel  to  Flange. 

Section  Modulus, 

Neutral  Axis 

as  before. 

Radius  of 

Gyration. 

Neutral  Axis 

as  Before. 

Least  Radius 
of  Gyration. 
Neutral  Axis 
through  Center  of 
Gravity  at  Angle 
of  45°  to  Flanges. 

I 

s 

r 

r' 

3J^x  3H 

13 

17.1 

5.03 

1.17 

5.25 

2.25 

1 .02 

0.67 

3  1  2  x  3U 

M 

16.0 

4.69 

1.15 

4.96 

2.11 

1 .03 

0.67 

3  1  2  X  3  y-i 

XI 

14.8 

4.34 

1.12 

4.65 

1.96 

1  .04 

0.67 

3‘2x  3  1  i 

54 

13.6 

3.98 

1.10 

4  33 

1.81 

1  .04 

0.67 

3>4x3  Vi 

9 

12.4 

3.62 

1  .08 

3.99 

1  .65 

1 .05 

0.68 

3  '4  x  3  1  2 

34 

11.1 

3.25 

1 .06 

3.64 

1  .49 

1 .06 

0.68 

3‘2x  3!2 

7 

9.8 

2.87 

1.04 

3.26 

1 .32 

1 .07 

0.68 

3  1  ■.  x  3  1  ■. 

54 

8.5 

2.48 

1.01 

2.87 

1.15 

1 .07 

0.69 

3Hx3H 

5 

16 

7.2 

2.09 

0.99 

2.45 

0.98 

1.0S 

0.69 

3  x  3 

54 

11.5 

3.36 

0.98 

2.62 

1.30 

0.88 

0.57 

3  x  3 

10.4 

3.06 

0.95 

2.43 

1.19 

0.89 

0.58 

3  x  3 

34 

9.4 

2.75 

0.93 

2.22 

1 .07 

0.90 

0.58 

3  x  3 

7 

8.3 

2.43 

0.91 

1 .99 

0.95 

0.91 

0.58 

3  x  3 

54 

7.2 

2.11 

0.89 

1 .76 

0.83 

0.91 

0.5S 

3  x  3 

tV 

6.1 

1  .78 

0.87 

1.51 

0.71 

0.92 

0.59 

3  x  3 

34 

4.9 

1.44 

0.84 

1.24 

0.5S 

0.93 

0.59 

2J4  x  2  }i 

34 

7 .7 

2.25 

0.S1 

1.23 

0.73 

0.74 

0.47 

2  1 4  x  2  1 2 

"nf 

6 .8 

2.00 

0.78 

1.11 

0.65 

0.74 

0.48 

2  1  •>  x  2  1  2 

54 

5.9 

1 .73 

0.76 

0.98 

0.57 

0.75 

0.48 

2  1  2  x  2  J  ■, 

5 

5.0 

1.47 

0.74 

0.85 

0.48 

0.76 

0.49 

2>2  x  2U 

34 

4.1 

1.19 

0.72 

0.70 

0.40 

0.77 

0.49 

2  J  '2  x  2  J4 

3 

16 

3.1 

0.90 

0.69 

0.55 

0.30 

0.78 

0.49 

2H  x  2  34 

34 

6.8 

2.00 

0.74 

0.87 

0.58 

0.66 

0.43 

2  34  x  2  3i 

6.1 

1 .78 

0.72 

0.79 

0.52 

0.67 

0.43 

2  34  X  2  34 

54 

5.3 

1 .55 

0.70 

0.70 

0.45 

0.67 

0.43 

2  X  2  *4 

S 

4 .5 

1.31 

0.68 

0.61 

0.39 

0.68 

0.44 

2  34  x  2  34 

34 

3.7 

1 .06 

0.66 

0.51 

0.32 

0.69 

0.44 

2 *4  X  2  ‘4 

3 

16 

2.8 

0.81 

0.63 

0.39 

0.24 

0.70 

0.44 

2  x  2 

7 

5.3 

1 .56 

0.66 

0.54 

0.40 

0.59 

0.39 

2  x  2 

54 

4.7 

1.36 

0.64 

0.48 

0.35 

0.59 

0.39 

2  x  2 

4.0 

1  .15 

0.61 

0.42 

0.30 

0.60 

0.39 

2  x  2 

3.2 

0.94 

0.59 

0.35 

0.25 

0.61 

0.39 

2  x  2 

3 

1  6 

2.5 

0.72 

0.57 

0.28 

0.19 

0.62 

0.40 

14xl  H 

143 

4.6 

1.30 

0.59 

0.35 

0.30 

0.51 

0.33 

1  :14  X  1  «4 

54 

4.0 

1.17 

0 . 57 

0.31 

0.26 

0.51 

0.34 

l:l4Xl  :,4 

5 

3.4 

1.00 

0 . 55 

0.27 

0.23 

0.52 

0.34 

1  :i4  X  1 

/4 

2.8 

0.81 

0.53 

0.23 

0.19 

0.53 

0.34 

14x1  M 

3 

16 

2.2 

0.62 

0.51 

0.18 

0.14 

0.54 

0.35 

1  ^  x  1  Vo 

54 

3.4 

0.99 

0.51 

0.19 

0.19 

0.44 

0.29 

1  14  X  \'i 

5 

2.9 

0.84 

0.49 

0.16 

0.162 

0.44 

0.29 

1  34  X  1  1  , 

34 

2.4 

0.69 

0.47 

0.14 

0.134 

0.45 

0.29 

1 34  X  1  y 

3 

1  .8 

0.53 

0.44 

0.11 

0.104 

0.46 

0.29 

1 34  x  l 1 2 

34 

1 .3 

0.36 

0.42 

0.08 

0.070 

0.46 

0.30 

46 


ST.  PAUL  FOUNDRY  CO. 


TYPICAL  DETAILS 


Wt\ 

i wy 

hi 

Fig.  No.  3 


Fig.  No.  8 


Fig.  No.  4 


W: 

"TD 


Fig.  No.  6 


—  — - - 

ST.  PAUL  FOUNDRY  CO,  47 


TYPICAL  DETAILS,  BEAMS  AND  BEAM  ANCHORS 


48 


ST.  PAUL  FOUNDRY  CO 


TYPICAL  DETAILS  STEEL  COLUMNS 


ST.  PAUL  FOUNDRY  CO.  49 


NOTES  ON  WOOD  FLOORS 

The  common  type  of  wood  floors  used  for  store  buildings,  small  office 
buildings,  etc.,  where  the  loads  are  not  heavy  consists  of  joists  placed 
transversely,  supported  by  girders  of  steel  or  wood. 

Methods  of  supporting  wood  joists  on  steel  girders  are  shown  on  page 
‘■16.  The  method  shown  in  Fig.  2  may  be  useu  where  girders  are  not 
concealed.  Where  a  flush  ceiling  is  desired,  a  plate  as  shown  in  Fig.  1, 
or  duplex  hangers  as  shown  in  Fig.  9,  may  be  used  without  notching  the 
joists. 

Mill  or  slow-burning  construction  is  used  for  storehouses,  mill  build¬ 
ings,  etc.,  where  heavy  loads  must  be  carried.  These  floors  are  constructed 
of  beams  placed  from  4  to  8  feet  on  centers  and  covered  with  plank  from 
2  to  3%  inches  thick,  on  top  of  which  is  laid  the  finished  floor. 

Safe  loads  for  wood  beams  and  posts  are  given  on  pages  94  and  95. 

Details  of  connections  of  wood  beams  to  cast  iron  columns  are  illus¬ 
trated  in  Fig.  33,  page  156,  and  on  the  same  page  will  be  found  details  of 
steel  and  cast  iron  post  caps  and  bases. 

Several  types  of  joist  hangers  are  in  use  for  framing  around  stair  and 
wall  openings.  On  page  177,  Figs.  49,  50,  51,  we  have  illustrated  the 
single  and  double  stirrup  and  the  Duplex  hanger.  We  carry  Duplex  and 
Van  Dorn  hangers  in  stock,  and  are  prepared  to  fill  orders  promptly. 

We  have  shown  in  Figs.  52  and  53,  page  177,  our  stock  joist  and  strap 
anchor;  special  anchors  made  to  order. 

WEIGHTS  OF  WOOD  FLOORS  IN  POUNDS  PER  SQUARE  FOOT 


0  .  .  DIMENSIONS  OF  JOISTS 

Spacing  of  1 _ _ _ 


Joists 

3x1# 

it  x  lit 

it  x  14 

3  x  lit 

3  x  14 

3  x  16 

13 

22 

22 

23 

24 

26 

27 

14 

21 

22 

22 

24 

25 

20 

Hi 

21 

21 

22 

23 

24 

25 

IH 

20 

21 

21 

22 

23 

24 

Based  on  white  pine  joist  at  2j^  lbs.  per  board  foot,  1  thickness  of 
74-inch  white  pine  flooring  at  2)4  lbs.  per  square  foot,  and  1  thickness  of 
%-inch  hardwood  flooring,  at  4  lbs.  per  board  foot. 

When  no  ceiling  is  used,  deduct  12  lbs. 


50  ST.  PAUL  FOUNDRY  CO. 


FIREPROOF  FLOORS 

Fireproof  floors  are  constructed  with  a  framework  of  steel  beams 
and  girders,  the  spaces  between  the  beams  being  filled  with  fireproofing, 
which  consists  of  arches  of  brick  or  hollow  tile,  or  concrete  steel  in  the  form 
of  arches  or  slabs. 

Brick  arches  leveled  with  concrete  are  used  with  a  spacing  of  from 
4  feet  to  6  feet,  or  more,  provided  that  the  arch  is  suitably  stiffened  with 
concrete  against  failure  from  a  concentrated  load,  and  that  the  beams 
are  of  sufficient  depth  to  allow  a  rise  of  ^  of  the  span.  Floors  of  this 
type  weigh,  including  filling  and  steel  beams,  from  75  pounds  per  square 
foot  up. 

Several  types  of  tile  arches  are  in  common  use,  the  tiles  being  hollow 
blocks  of  dense  or  porous  structure  made  to  form  a  flat  arch.  The  webs  of 
these  blocks  are  either  parallel  with  the  floor  beams  or  perpendicular 
thereto,  the  systems  being  termed  side  or  end  construction,  respectively. 
Floors  of  this  type  will  weigh  from  70  to  90  pounds  per  square  foot,  includ¬ 
ing  filling  and  steel  beams. 

Tie  rods  to  take  the  thrust  of  the  arches  are  required  for  both  brick 
and  tile  construction.  These  are  %  or  inches  in  diameter,  placed  at  or 
below  the  center  of  the  beam,  and  from  4  to  G  feet  apart. 

Floors  of  concrete  re-enforced  with  steel  wire,  rods,  tees,  channels, 
expanded  metal  or  wire  netting  are  in  successful  use.  Particulars  as  to 
their  weight  and  construction  can  be  obtained  from  the  manufacturers. 
As  ordinarily  constructed  they  weigh  somewhat  less  than  tile  floors. 

Examples  of  steel  joists  and  girders  and  their  connections  are  illus¬ 
trated  on  page  47  Figs.  11  to  14,  inclusive.  The  more  common  types 
of  beam  anchors  are  shown  on  the  same  page,  Figs.  15  to  20,  inclusive. 

Following  are  the  working  loads  in  common  use  for  buildings: 

LOADS  PER  SQUARE  FOOT 

Dwellings,  apartment  houses,  hotels,  etc.  . .  70  lbs. 

Offices — first  floor,  150  lbs. ;  above  first  floor .  75  “ 

Schools . . . . .  .....  75  to  100  “ 

Buildings  for  public  assembly .  125  “  150  “ 

Light  storage  or  manufacturing .  120  “  150  “ 

Stores,  warehouses,  etc .  150  “  250  “ 

Sidewalks  over  areas .  300  “ 

NOTE. — To  the  above  loads  the  dead  weight  of  floor  must  be  added  to  obtain  the  total  load. 

. . . .  . 


ST.  PAUL  FOUNDRY  CO. 

51 

WEIGHTS  OF  FIREPROOF  MATERIAL. 

END  CONSTRUCTION  FLAT  ARCHES. 

Width  of  Span  between  Beams 

Depth  of 
Arch 

Weight  per 
Square  Foot 

5  feet  to  6  feet . 

0  “  “7  “  . 

8  inches 

9 

27  pounds 

29 

7  “  “8  “  . 

10 

33 

8  “  “9  “  . 

12 

38 

SIDE  CONSTRUCTION  FLAT  ARCHES. 

Width  of  Span  between  Beams 

Depth  of 
Arch 

Weight  per 
Square  Foot 

3  feet  6  inches  to  4  feet  0  inches . 

6  inches 

27  pounds 

29 

4  “  0  “  “4  “  6  “  . 

7 

4  “  6  “  “5  “  0  “  . 

8  “ 

32 

5  “  6  “  “6  “  0  “  . 

9  “ 

36 

6  “  0  “  “6  “  6  “  . 

10  “ 

39 

0  “  6  “  “7  “  0  “  . 

12  “ 

44 

PARTITIONS. 

Thickness 

Weight  per 

Square  Foot 

2  inches 

11  pounds 

14 

it  It  '«*'■'  it 

3 

it  it  it  it 

4 

15 

u  it  it  it 

5  “ 

19 

it  u  it  it 

6 

20 

u  It  tl  it 

8 

27 

3 

16 

4  “ 

19 

it  it  It  It 

5 

22 

it  it  it  it 

6 

23 

“  “  “  “  . 

8  “ 

33 

FURRING,  ROOFING  AND  CEILING. 

Thickness 

W eight  per 

Square  Foot 

Porous  Terra  Cotta  Furring . 

“  “  “  Roofing . 

It  It  tl  It 

2  inches 

2 

3  “ 

8  pounds 

12  “ 

15 

U  It  It  it 

4  “ 

19 

“  “  “  Ceiling . 

2 

11 

it  (1  tl  1 1 

3 

15 

it  ti  it  a 

4 

19 

6  inch  Segmental  Arches,  27  pounds  per  square  foot. 

8  ..  ..  .<  33 

2  inch  Porous  Terra  Cotta  Partition,  8  pounds  per  square  loot. 

52  ST.  PAUL  FOUNDRY  CO. 


BEAMS  SUPPORTING  BRICK  WALLS 

A-. 

■  \ 

/  :  \ 

•  :  *' 

i  \ 

X  \  H  =  S  —  then 

I  \  load  =  J-2  (S)2  X  weight  per  foot  of  wall. 


\ 


The  method  illustrated  above  may  be  used  for  openings  6  feet  in 
width  or  less,  provided  there  are  no  openings  above,  which,  by  a  failure  in 
the  masonry,  might  cause  the  concentration  of  a  heavy  load  on  the  girder. 

For  larger  openings  different  conditions  prevail.  If  the  masonry  is 
not  thoroughly  bonded,  if  there  is  danger  of  failure  along  a  series  of  open¬ 
ings  one  above  another,  or  if  great  inflexibility  is  desired  it  is  good  practice 
to  consider  the  weight  of  entire  wall  as  carried  by  the  girder. 

A  girder  running  the  entire  length  of  a  structure  should  be  figured 
to  support  the  entire  wall  above,  as  excessive  deflection  might  push  out 
the  supports  and  cause  the  structure  to  fail. 

Where  heavy  loads  are  carried,  it  is  best  to  use  columns  of  steel  or 
cast  iron  for  supports,  for  masonry,  as  ordinarily  constructed,  will  fail  by 
crushing  out  under  heavy  concentrated  loads.  When  the  wall  carries  any 
portion  of  the  floor  load,  same  should  be  added  to  weight  of  wall  to  ascer¬ 
tain  the  entire  load  carried  by  the  girder. 

Figures  3,  4,  6,  8,  page  46,  show  various  types  of  steel  lintels  in  com¬ 
mon  use,  and  their  supporting  capacity  may  be  obtained  from  tables  of 
safe  loads  on  pages  28  to  36,  inclusive. 

A  table  of  safe  loads  of  cast-iron  lintels  is  given  on  page  15 3. 

Weights  of  brick  walls  per  square  foot  of  surface: 


Thickness  of  Wall,  inches 

Common  Brick,  pounds 

12 

112 

IO 

150 

20 

188 

24 

224 

2  8 

202 

32 

300 

30 

330 

ST.  PAUL  FOUNDRY  CO.  53 


NOTES  ON  GIRDERS  AND  COLUMNS 

Riveted  girders  are  used  where  the  load  to  be  carried  exceeds  the 
capacity  of  single  I-beams,  or  girders  composed  of  two  or  more  I-beams, 
with  separators  and  bolts. 

The  tables  for  beam  box  girders  on  pages  54  and  55,  are  figured  from 
the  moments  of  inertia  with  the  holes  in  flanges  deducted,  using  a  fiber 
stress  of  15,000  pounds  per  square  inch  of  net  section.  Beam  box  girders 
are  especially  adapted  for  short  spans  and  for  supporting  wide  walls. 

Where  beam  box  girders  are  of  insufficient  strength  or  where  their 
width  prohibits  their  use,  riveted  girders  composed  of  plates  and  angles 
may  be  used.  The  tables  on  pages  56,  57,  58,  59,  give  the  safe  loads, 
uniformly  distributed,  for  several  sections. 

Girders  with  single  webs  will  be  found  more  economical  than  those 
with  double  webs,  except  for  long  spans  where  the  girder  is  not  stiffened 
laterally. 

The  values  given  in  the  tables  should  not  be  used  for  lengths  over 
20  times  the  flange  width,  unless  the  girder  is  stiffened  laterally. 

Stiffeners  should  be  provided  to  prevent  buckling  of  the  web  and  at 
all  points  where  concentrated  loads  occur. 

The  tables  of  safe  loads  for  steel  columns,  pages  60  to  67,  inclusive, 
are  based  on  a  fiber  stress  of  12,500  pounds  per  square  inch,  reduced  by 
Gordon’s  formula.  It  is  assumed  that  the  columns  are  symmetrically 
loaded ;  where  eccentrically  loaded  the  values  given  will  be  considerably 
reduced,  and  should  be  specially  calculated. 

Details  of  a  latticed  channel  column  arc  shown  on  page  48 .  Tig.  27, 
and  various  sections  used  for  steel  columns  are  illustrated  in  Figs.  21  to  26, 
inclusive. 


54  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  BEAM  BOX  GIRDERS 


The  safe  loads  below  are  based  on  the  moment  of  inertia  of  the  net  section,  using  a  maximum  fiber  stress 
of  15000  lbs.  per  square  inch,  and  include  weight  of  girder.  The  net  section  is  obtained  by  deducting  holes 
figured  at  y$  of  an  inch  in  diameter  for  34  inch  rivets  from  both  flanges. 


1— 1  03 

o  ^ 

W 

03  O 

0  P 

O  H'H 
,  u, 

CD 

K* 

o 

O 

03 

03 

o> 

S  w 

B  <=* 

p  <d 

Spq 

LENGTH  IN  FEET 

o 

o 

(t-s 

*a>  ' 

>■  0 

% 

H 

0  CD 

a 

.£  03 

Oa 

16 

18 

20 

24 

13 

31% 

12 

% 

6 

74100 

65S00 

59300 

53900 

49400 

12 

40 

12 

% 

5  34 

83100 

73900 

00500 

60500 

55400 

12 

50 

14 

34 

734 

97300 

80500 

77S00 

70700 

64900 

15 

42 

14 

34 

7A 

117700 

104000 

94100 

85000 

78500 

15 

60 

14 

,  8 

734 

153900 

136800 

123100 

111900 

102000 

15 

50 

14 

54 

734 

137600 

122300 

110100 

100100 

91700 

18 

55 

16 

-  54 

834 

211100 

1S7000 

108900 

153500 

140700 

18 

70 

16 

34 

8 

227200 

202000 

181800 

165300 

151500 

20 

65 

16 

H 

8 

255100 

230000 

204000 

185500 

170000 

20 

70 

16 

H 

8 

200900 

231900 

20S700 

189700 

173900 

20 

80 

16 

% 

734 

2S7500 

255500 

230000 

209100 

191700 

24 

80 

18 

34 

934 

368400 

327400 

294700 

267900 

245600 

24 

lOO 

18 

34 

934 

397000 

352900 

317000 

2SS700 

264700 

ST.  PAUL  FOUNDRY  CO 


55 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  BEAM  BOX  GIRDERS 


The  safe  loads  below  are  based  on  the  moment  of  inertia  of  the  net  section,  using  a  maximum  fiber  stress 
of  15000  lbs.  per  square  inch,  and  include  weight  of  girder.  The  net  section  is  obtained  by  deducting  holes 
figured  at  of  an  inch  in  diameter  for  %  inch  rivets  from  both  flanges. 


LENGTH 

IN  FEET 

*-"1  CO 

3G 

38 

30 

33 

34 

36 

38 

40 

57  c 

O'" 

45600 

42300 

39500 

37000 

34900 

32900 

31200 

29600 

13 

51200 

47500 

44400 

41600 

39100 

37000 

35000 

33300 

13 

53900 

55600 

51900 

48600 

45SOO 

43200 

41000 

3S0C0 

13 

72400 

67200 

62S00 

58SOO 

55400 

52300 

49500 

47100 

15 

94700 

87900 

82100 

77000 

72400 

08400 

64800 

61600 

15 

84700 

78600 

73400 

68800 

64700 

61100 

57900 

55000 

15 

129900 

120300 

112600 

105600 

99300 

93800 

88900 

84400 

IS 

139SOO 

129800 

121200 

113600 

106900 

101000 

95700 

90900 

IS 

153900 

145700 

133000 

127500 

120000 

113400 

107100 

1020C0 

30 

160300 

149100 

139100 

130400 

122800 

115900 

1038C0 

1044C0 

30 

177000 

164300 

153400 

143800 

135300 

127800 

121100 

1150C0 

30 

226700 

210500 

196400 

184200 

173300 

163700 

155100 

147300 

34 

244300 

226900 

211700 

19S500 

180800 

176400 

167200 

15SS00 

34 

56  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  PLATE  GIRDERS 


Web  .‘tO  x  %6" 

Flanges  4  Ls  5  x  3 hi'" 

Web  30  x  %" 
Flanges  4  Ls  5  x  V-/f 

Web  30  x  %" 
Flanges 

4  Ls  5  x  3Va" 

2  Plates  12"  Wide 

Web  36  x 
Flanges 

4  Ls  5  x  3 hi" 

Web 

36  x:\" 
Flanges 
4  Ls 

5  x  3M.’ 

Distance 
Center  to 
Center  of 

Thickness  of  Flange  Angles  in 

Inches 

Th’kness  of  Flange 
Angles  and  Plates 
in  Inches 

Thickness  of  Flange  Angles 
in  Inches 

Bearings 

B/io" 

%" 

Vie" 

y2" 

%" 

W 

%" 

w 

%" 

2© 

04900 

70800 

88900 

100300 

125700 

165700 

93200 

121700 

149100 

21 

01800 

73300 

84700 

95600 

119700 

157700 

88800 

115900 

142000 

22 

5S900 

09900 

80800 

91200 

114300 

150600 

84700 

110600 

135500 

2:t 

50400 

66800 

77300 

87200 

109300 

144100 

81100 

105800 

129600 

24 

54000 

64000 

74100 

S3600 

104760 

138100 

77700 

101400 

124200 

25 

51900 

01500 

71200 

S0300 

100600 

132500 

74600 

97300 

119200 

2© 

49900 

59100 

68400 

77200 

96700 

127400 

71700 

93600 

114600 

27 

48000 

50900 

65900 

74400 

93100 

122700 

69100 

90100 

110400 

2M 

40300 

54900 

63500 

71700 

S9S00 

118300 

66600 

86900 

106400 

2t> 

44700 

53300 

01300 

69200 

86700 

114300 

64300 

83800 

102800 

30 

43200 

51200 

59300 

06900 

83800 

1 10500 

02200 

81100 

99300 

31 

41800 

49600 

57400 

64800 

81100 

106900 

60200 

78600 

96200 

32 

40500 

48000 

55600 

62800 

78600 

103600 

58300 

76100 

93200 

33 

39300 

46000 

53900 

00900 

76200 

100400 

56500 

73800 

90400 

34 

38100 

45200 

52400 

59000 

73900 

97500 

54900 

71400 

87700 

35 

37100 

43900 

50900 

57400 

71800 

94700 

53300 

69600 

85200 

30 

30000 

42700 

49500 

55S00 

69800 

92000 

51800 

67700 

82800 

37 

35100 

41500 

48100 

54200 

67900 

89600 

50400 

65900 

80500 

3S 

34100 

40400 

46900 

52900  , 

66200 

87200 

49100 

64100 

78400 

30 

33300 

39400 

45700 

51500 

64500 

84900 

47900 

62500 

76500 

40 

32400 

3S400 

44500 

50200 

62900 

82800 

46700 

60900 

74500 

The  safe  loads  above  are  figured  for  a  fiber  stress  of  15000  lbs.  per  square  inch  on  the  net  section,  and 
include  the  weight  of  the  girder.  The  net  section  is  obtained  by  deducting  holes  figured  at  Tg  of  an  inch  in 
diameter  for  ib£  inch  rivets  from  both  flanges. 


ST.  PAUL  FOUNDRY  CO 


57 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  PLATE  GIRDERS 


Web  It 6  x  v/ui" 

Flanges  4  Ls  (i  x  4" 

Web 

30  x  %" 
Flanges 

4  Ls  6  x  4" 

Web  36  x  %" 

Flanges  4  Ls  6  x  0" 

2  Plates  14"  Wide 

Web  36x1" 
Flanges 

4  Ls  6  x  6" 

2  Plates 
14"  Wide 

Distance 
Center  to 
Center  of 

Thickness  of  Flange  Angles  in  Inches 

Thickness  of  Flange  Angles  and  Plates 
in  Inches 

Bearings 

%" 

%" 

%" 

%" 

T/i«" 

y2" 

%" 

20 

111900 

140700 

180000 

204400 

238100 

270400 

335300 

104500 

139700 

171600 

194700 

226700 

257500 

319400 

£*£ 

10 1000 

133400 

163800 

185800 

216400 

245800 

304800 

23 

97200 

127500 

156700 

177700 

207000 

235100 

291600 

24 

93200 

122000 

150200 

170300 

198400 

225300 

279500 

25 

89400 

117400 

144200 

163500 

190500 

216300 

268300 

2<; 

80000 

112900 

138600 

157200 

183100 

208000 

258000 

27 

82800 

108700 

133500 

151400 

176100 

200300 

248400 

2S 

79800 

104800 

128700 

146000 

170100 

193100 

239500 

2!> 

77100 

101200 

124300 

140900 

104200 

186500 

231300 

30 

74500 

97S00 

120100 

136300 

158700 

180300 

223500 

31 

72100 

94700 

111)300 

131900 

153600 

174400 

216300 

32 

09900 

91700 

112600 

127700 

148800 

169000 

209600 

33 

07800 

88900 

109200 

123900 

144300 

163800 

203200 

34 

05700 

86300 

106000 

120200 

140100 

159100 

197000 

35 

03900 

83800 

103000 

116800 

136000 

154500 

191400 

30 

02 100 

81500 

100100 

113600 

132300 

150200 

186300 

37 

00400 

79300 

97400 

110500 

12S700 

146000 

181200 

its 

58S00 

77200 

94800 

107600 

125300 

142300 

176500 

Itil 

57300 

75300 

92400 

104800 

122100 

138700 

172000 

40 

55900 

73400 

90100 

102200 

119000 

135200 

167700 

The  safe  loads  above  are  figured  for  a  fiber  stress  of  15000  lbs.  per  square  inch  on  the  net  section,  and  include 
the  weight  of  the  girder.  The  net  section  is  obtained  by  deducting  holes  figured  at  Ts  of  an  inch  in  diameter  ror 
l^-inch  rivets  from  both  flanges. 


58  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  PLATE  GIRDERS 


i 

FT 

■■i 

,1 

"l 

1 

J 

1 

1 

l 

t. 

r' 

i 

1 

i 

1 

r 

l  . 

1 

■i 

L. 

Web  42  x  %" 

Flanges  4  Ls  G  x  4" 

Web  42  x  3/s" 

Flanges  4  Ls  0  x  C" 

Web  42  x  s/s" 
Flanges  4  Ls  6  x  6" 
2  Plates 

14"  Wide 

Web  42.\i" 
Flanges 

4  Ls  6  x  6" 
2  Plates 
14"  Wide 

Distance 
Center  to 
Center  of 

Thickness  of  Flange  Angles  in  ] 

nches 

Thickness  of  Flange  Angles 
and  Plates  in  Inches 

Bearings 

%" 

Vi" 

5/Jf 

%" 

yw 

%" 

%" 

%" 

%" 

20 

131500 

172500 

212300 

150000 

205300 

252900 

240400 

318000 

394500 

21 

125300 

1G4300 

202200 

148000 

195500 

240800 

228900 

302800 

375700 

*>£ 

119000 

153800 

193000 

141800 

186000 

229900 

218500 

289100 

35SG00 

24 

114400 

149300 

184000 

135700 

17S500 

219900 

209000 

276500 

343000 

24 

109000 

143700 

17G900 

.  130000 

171000 

210700 

200300 

264900 

328700 

25 

105300 

137900 

1G9S00 

124S00 

104200 

202300 

192300 

253200 

315600 

2*i 

101200 

132(00 

1G3300 

120000 

157900 

194500 

184900 

244600 

303400 

27 

97500 

127700 

157200 

11 5000 

152000 

187300 

178100 

235500 

291100 

2  H 

93900 

123200 

151000 

111400 

140000 

1S0600 

171100 

227100 

281800 

20 

90700 

118900 

14G400 

107000 

141500 

174400 

165S00 

219300 

272000 

30 

87700 

115000 

141500 

104000 

136800 

1GS600 

160300 

212000 

263000 

31 

84900 

111300 

13G900 

100700 

132300 

1G3100 

155100 

205100 

254500 

32 

82200 

107800 

132700 

97500 

125200 

158000 

150200 

198700 

241)500 

33 

79700 

104500 

128000 

94000 

142400 

153200 

145700 

192700 

239100 

34 

77400 

101500 

124900 

91800 

120700 

148700 

141400 

187100 

232000 

33 

75200 

98600 

121300 

89200 

117300 

144500 

137400 

1S1700 

225000 

36 

73100 

95800 

117900 

86700 

114000 

140500 

133500 

176600 

219200 

37 

71200 

93200 

1 14700 

84400 

110900 

136700 

129900 

171900 

213200 

3K 

G9200 

90800 

111700 

82100 

108000 

133100 

126500 

167400 

207600 

30 

G7500 

88400 

108800 

80000 

105200 

129700 

123300 

163100 

202300 

40 

G5800 

86200 

100100 

78000 

102G00 

126400 

120200 

159000 

197200 

The  safe  loads  above  are  figured  for  a  fiber  stress  of  15000  lbs.  per  square  inch  on  the  net  section,  and 
include  the  weight  of  the  girder. 

The  net  section  is  obtained  by  deducting  holes  figured  at  ~/g  of  an  inch  in  diameter  for  ?  i-inch  rivets  from 
both  flanges. 


ST.  PAUL  FOUNDRY  CO 


50 


SAFE  LOAD  IN  POUNDS  UNIFORMLY  DISTRIBU¬ 
TED  FOR  BOX  GIRDERS 


Webs 

%"  x  30" 

%6"X30" 

y2"  x  30" 

3/a"  x  30" 

t/io"  x  30" 

y."  x  30"' 

Flange 

Angles 

3y2"x3y2"x%" 

3y2"x3y2"xi/2" 

4"  x  4"  x  y2" 

4"  x  3y2"x%" 

4"x3  y2"xy>" 

5"x4"xy2" 

Cover 

Plates 

16"  xH" 

10"  xU" 

16"  x  V/ 

24"  x  yy 

24"  X  y2" 

24"  x  y2" 

Distance 
Center  to 
Center  of 
Bearings 

20 

174800 

222200 

242700 

284600 

364400 

400100 

21 

1 0(5500 

211000 

231100 

271000 

347100 

381 100 

22 

158900 

202000 

220600 

258700 

331300 

363800 

23 

152000 

193200 

211000 

247500 

316900 

347900 

24 

145000 

185200 

202200 

237200 

303700 

333400 

25 

139S00 

177800 

194100 

227700 

291500 

320100 

20 

134400 

170800 

186700 

218900 

280300 

307800 

27 

129400 

164600 

179800 

210800 

270000 

296400 

2S 

124800 

158700 

173300 

203300 

260300 

285800 

20 

120500 

153200 

167400 

196300 

251300 

275900 

30 

116500 

148100 

101800 

189700 

242900 

266800 

31 

112800 

143400 

156600 

183600 

235000 

258200 

32 

109200 

138900 

151700 

177900 

227800 

250100 

33 

105900 

134700 

147100 

172700 

220900 

242500 

34 

102900 

130700 

142S00 

167400 

214400 

235300 

35 

99900 

127000 

138700 

162600 

208200 

228600 

30 

97100 

123400 

134800 

158100 

202500 

222300 

37 

94500 

120100 

131200 

153800 

197000 

216300 

3* 

92000 

117000 

127700 

149800 

191800 

210600 

30 

89600 

113900 

124500 

145900 

186900 

205200 

40 

87400 

111100 

121300 

142300 

182200 

200100 

The  safe  loads  above  are  based  on  (he  moment  of  inertia  of  the  net  section  using  a  maximum  fiber 
stress  of  15000  lbs.  per  square  inch,  and  include  weight  of  girder.  The  net  section  is  obtained  by 
deducting  holes  figured  at  Js  of  an  inch  in  diameter  (for  rivets)  from  both  flanges  and  webs. 


60  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS 

SQUARE  ENDS 

FOR  LATTICED  CHANNEL  COLUMNS 

_ 50000 

Based  on  Gordon’s  Formula  ,  ,  ( I2L)3  Factor  of  safety  4. 

36000r2 


1 


Size  of  Qs . 

O' 

8  lbs. 

7" 

9 H  lbs. 

8" 

11 M  lbs. 

13 M  lbs. 

IO 

15  lbs. 

1 

20H  lbs. 

15" 

33  lbs. 

Area  of  Section.  . 

4.76 

5.70 

6.70 

7.78 

8.92 

12.06 

19.80 

Least  Radius  of 

2.34 

2.72 

3.11 

3.45 

3.84 

4.61 

5.59 

Gyration . 

3.625 

4.325 

5.00 

5.50 

6.25 

7.75 

9.50 

Back  to  Back  . . . . 

j 

Length  in  feet 

8 

57000 

69000 

S2000 

95000 

110000 

149000 

246000 

56000 

68100 

81000 

94000 

109000 

148000 

245000 

io 

55000 

68000 

80000 

94000 

109000 

148000 

244000 

11 

55000 

07000 

79600 

93400 

103000 

147000 

243000 

12 

54000 

60000 

79000 

93000 

107000 

147000 

243000 

13 

53000 

65000 

78000 

92000 

106000 

146000 

242000 

14 

52000 

65000 

77000 

91000 

106000 

146000 

241000 

15 

51000 

04000 

76000 

90500 

105000 

145000 

240000 

IO 

50000 

63000 

76000 

90000 

104000 

144000 

240000 

17 

49000 

62000 

75000 

89000 

103000 

143000 

238000 

1H 

48000 

61000 

74000 

S8000 

102000 

142000 

238000 

1!> 

47000 

59000 

73000 

87000 

101000 

141000 

236000 

20 

46000 

5S000 

72000 

86000 

101000 

140000 

235000 

21 

45000 

57000 

71000 

85000 

100000 

139000 

234000 

22 

44000 

56000 

70000 

84000 

99000 

138000 

233000 

23 

43000 

55000 

09000 

83000 

98000 

137000 

232000 

24 

42000 

54000 

6S000 

82000 

97000 

136000 

230000 

25 

41000 

53000 

66000 

81000 

96000 

135000 

229000 

20 

52000 

65000 

80000 

95000 

134000 

228000 

28 

63000 

77000 

93000 

131000 

225000 

30 

61000 

75000 

90000 

129000 

222000 

32 

73000 

87000 

127000 

219000 

34 

71000 

S5000 

124000 

215000 

30 

83000 

121000 

213000 

40 

116000 

206000 

42 

. 

113000 

202000 

For 

For 

For 

For 

For 


inch 

inch 

and 

and 

inch 


Channel  Columns  use 

lacing  l1 

"2  x 

IS.  Rivets  s 

“  “  “ 

1; 

i  x 

fi  “  f>  / 

IB*  S 

9 

inch  “ 

“  2 

X 

Is,;.  “  H- 

12 

inch  “ 

“  2 

X 

Vs. 

<1  II  M 

“  21 

x 

Vs. 

ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS 
FOR  PLATE  AND  CHANNEL  COLUMNS 

SQUARE  ENDS 

50000 

Rased  on  Gordon’s  Formula:  ,  .  ( 12L)2  Factor  of  safety,  4. 

36000r~ 


WIDTH  OF  PLATE  8" 

WIDTH  OF  PLATE  9" 

WIDTH  OF  PLATE  10" 

PLATES 

O' 

8  Pounds 

7" 

9%  Pounds 

8" 

1  1 14  Pounds 

14"  Plate 

%a"  PI. 

Vs"  Plate 

4"  Plate 

B/ie"  PI. 

Vs"  Plate 

4"  Plate 

5/us"  Plate 

Vs"  Plate 

Area 

8.70 

9. 70 

10.70 

10.20 

11.32 

12.45 

11.70 

12.95 

14.20 

Weight 

29.00 

33.00 

30.40 

34.80 

38.60 

42.50 

39.50 

43.70 

48.00 

Least  Radius 
of  Gyration 

2.35 

2.35 

2.34 

2. 03 

2.63 

2.62 

2.9S 

2.97 

2.97 

Length 

8 

105000 

117000 

129000 

123000 

137000 

150000 

142000 

157000 

172000 

J> 

103000 

115000 

127000 

122000 

135000 

148000 

141000 

156000 

171000 

10 

102000 

114000 

125000 

121000 

134000 

147000 

140000 

155000 

170000 

1  I 

101000 

112000 

124000 

120000 

132000 

145000 

139000 

153000 

168000 

i  a 

99000 

111000 

122000 

118000 

130000 

143000 

137000 

152000 

167000 

18 

98000 

109000 

120000 

116000 

129000 

141000 

136000 

150000 

165000 

14 

90000 

107000 

118000 

115000 

127000 

140000 

134000 

149000 

163000 

15 

94000 

105000 

115000 

113000 

125000 

138000 

133000 

147000 

161000 

141 

92000 

103000 

114000 

109000 

123000 

135000 

131000 

145000 

159000 

1  7 

91000 

101000 

111000 

109500 

121000 

133000 

129000 

142000 

156000 

IS 

89000 

99000 

109000 

108000 

119000 

131000 

128000 

141000 

154000 

!i> 

87000 

97000 

107000 

106000 

118000 

128000 

125000 

139000 

152000 

«0 

85000 

95000 

104000 

104000 

115000 

12G000 

124000 

137000 

150000 

ai 

83000 

92000 

101000 

102000 

113000 

124000 

122000 

135000 

148000 

a  a 

81000 

90000 

99000 

99000 

110000 

121000 

120000 

133000 

146000 

a3 

79000 

88000 

97000 

98000 

109000 

120000 

118000 

130000 

143000 

a4 

77000 

80000 

94000 

96000 

106000 

116000 

116000 

12S000 

141000 

94000 

104000 

114000 

113000 

126000 

138000 

ao 

92000 

102000 

112000 

112000 

124000 

136000 

as 

108000 

120000 

131000 

30 

104000 

115000 

126000 

Size  Channel 

b 

ins. 

a 

ins. 

c 

ins. 

J 

Size  Channel 

b 

ins. 

a 

ins. 

C 

ins. 

6"  8  lbs. 

34 

5  H 

10* 

12"  204  lbs. 

7M 

114 

184 

7S1 

mr 

7"  94  “ 

4 

64 

114 

A. 

•-  i 

12"  30  “ 

74 

114 

184 

8"  114  “ 

m 

74 

134 

12"  40  “ 

m 

114 

184 

9"  134  “ 

54 

84 

144 

GL 

15"  33  “ 

m 

134 

23  fh 

10"  15  “ 

6 

9 

1518 

V 

15"  40  “ 

94 

134 

23ft 

10"  30  “ 

54 

9 

1518 

15"  50  “ 

94 

134 

23ft 

R2  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS 

FOR  PLATE  AND  CHANNEL  COLUMNS 

SQUARE  ENDS 


= _ 50000 

Based  on  Gordon’s  Formula:  .  (12L)-  Factor  of  safety,  4. 

^  36000r2 


WIDTH 

OF  PLATE  11" 

WIDTH  OF  PLATE  12" 

WIDTH  OF  PLATE  12" 

PLATES 

SI" 

1314  Pounds 

10 

'  15  Pounds 

10 

"  SO  Pounds 

B/io"  PL 

Ya"  Plate 

Vi«"  PL 

%«"  PL 

Y!'  Plate 

1  i"  Plate 

~/\n"  Plate 

Pa"  Plate 

Ya"  Plate 

Area  of 
Column 
Section 

14.60 

16.03 

17.40 

16.42 

17.92 

20.92 

2S.14 

29.  G4 

32.64 

Weight  of 
Column 

49,90 

54.00 

59.20 

55.50 

60.60 

70.  SO 

95.70 

100. SO 

111.00 

3.59 

of  Gyration 

3.32 

3.31 

3.30 

3.61 

3.5S 

3.36 

3.36 

3.37 

Length 

8 

179000 

196000 

213000 

201000 

220000 

257000 

344000 

362000 

399000 

!> 

178000 

194000 

212000 

200000 

218000 

255000 

341000 

359000 

396000 

io 

177000 

193000 

210000 

199000 

217000 

254000 

340000 

35S000 

394000 

1 1 

176000 

192000 

208000 

198000 

216000 

252000 

33S000 

356000 

3S9000 

13 

174000 

191000 

207000 

197000 

215000 

250000 

334000 

352000 

3S8000 

13 

172000 

188000 

205000 

195000 

213000 

249000 

333000 

350000 

385000 

14 

171000 

187000 

203000 

193000 

211000 

247000 

329000 

346000 

381000 

15 

169000 

185000 

201000 

192000 

209000 

244000 

326000 

344000 

379000 

16 

168000 

1S3000 

199000 

191000 

207000 

242000 

322000 

339000 

375000 

17 

165000 

181000 

196000 

189000 

205000 

239000 

320000 

336000 

371000 

18 

164000 

179000 

194000 

187000 

204000 

238000 

315000 

332000 

367000 

1» 

162000 

17S000 

192000 

185000 

202000 

236000 

312000 

329000 

363000 

20 

160000 

175000 

189000 

183000 

199000 

232000 

307000 

324000 

358000 

21 

158000 

172000 

1S7000 

181000 

198000 

230000 

305000 

321000 

354000 

*>»> 

156000 

171000 

184000 

179000 

195000 

228000 

301000 

317000 

349000 

23 

153000 

167000 

182000 

176000 

192000 

225000 

297000 

313000 

344000 

24 

152000 

165000 

179000 

175000 

190000 

222000 

293000 

30S000 

339000 

25 

149000 

163000 

177000 

172000 

187000 

219000 

289000 

304000 

335000 

20 

147000 

160000 

174000 

170000 

186000 

216000 

2S4000 

299000 

330000 

28 

143000 

155000 

169000 

165000 

180000 

210000 

276000 

290000 

320000 

30 

138000 

150000 

163000 

161000 

175000 

204000 

267000 

281000 

310000 

32 

134000 

146000 

158000 

156000 

170000 

199000 

258000 

272000 

300000 

34 

129000 

141000 

153000 

152000 

165(  mn 

192000 

250000 

263000 

290000 

30 

147000 

160000 

180000 

241000 

254000 

2SOOOO 

ST.  PAUL  FOUNDRY  CO. 

63 

SAFE  LOADS  IN  POUNDS 

FOR 

PLATE  AND  CHANNEL  COLUMNS 

SQUARE  ENDS 

Based 

50000 

on  Gordon’s  Formula:  **  (12L)2  Factor  of  Safety,  4. 

1+ 36000^ 

WIDTH  OF  PLATE,  14" 

WIDTH  OF  PLATE,  14" 

WIDTH  OF  PLATE,  14" 

PLATES 

12"  20i/2  Pounds 

12 

"  50  Pounds 

12"  40  Tounds 

BAo"  PL 

H"  Plate 

Plate 

Vw"  Ph 

Plate 

9  i"  Plate 

0"  Plate 

y2"  Plate 

%"  Plate 

Area  of 
Column 
Section 

20.  SI 

22.50 

20.00 

29.89 

31.04 

35.14 

35.77 

37.52 

41.02 

Weight  of 
Column 

70.8 

70.70 

SS.00 

101.70 

107.00 

119.50 

121.70 

127.00 

139.50 

Least  Radius 
of  Gyration 

4.38 

4.36 

4.32 

4.23 

4.22 

4.21 

4.12 

4.11 

4.11 

Length 

io 

255000 

27C000 

319000 

365000 

387000 

429000 

437000 

458000 

501000 

1  ( 

254000 

274000 

317000 

363000 

385000 

427000 

435000 

456000 

498000 

12 

253000 

273000 

316000 

362000 

3S3000 

425000 

433000 

454000 

496000 

IS 

251000 

272000 

314000 

361000 

381000 

424000 

431000 

452000 

494000 

]  1 

250000 

271000 

313000 

358000 

379000 

421000 

427000 

448000 

490000 

15 

249000 

270000 

311000 

355000 

376000 

418000 

423000 

444000 

485000 

IO 

247000 

267000 

309000 

353000 

374000 

415000 

421000 

442000 

483000 

17 

246000 

200000 

306000 

349000 

372000 

413000 

418000 

438000 

480000 

IS 

244000 

204000 

304000 

348000 

368000 

409000 

415000 

435000 

470000 

111 

241000 

202000 

302000 

340000 

307000 

407000 

412000 

432000 

472000 

20 

240000 

260000 

300000 

343000 

363000 

402000 

408000 

428000 

468000 

2 1 

238000 

25S000 

298000 

340000 

360000 

399000 

406000 

426000 

406000 

236000 

256000 

295000 

337000 

357000 

396000 

402000 

420000 

459000 

2S 

235000 

254000 

292000 

334000 

354000 

393000 

397000 

414000 

455000 

24 

232000 

252000 

289000 

331000 

350000 

389000 

394000 

413000 

452000 

25 

229000 

249000 

287000 

327000 

340000 

384000 

390000 

409000 

448000 

20 

228000 

246000 

285000 

325000 

343000 

381000 

386.000 

405000 

442000 

2S 

223000 

242000 

279000 

318000 

337000 

372000 

377000 

396000 

433000 

30 

220000 

237000 

274000 

311000 

329000 

365000 

309000 

387000 

423000 

32 

214000 

232000 

207000 

304000 

321000 

357000 

300000 

377000 

412000 

34 

209000 

227000 

201000 

297000 

313000 

348000 

351000 

308000 

402000 

30 

205000 

221000 

255000 

290000 

307000 

339000 

343000 

358000 

391000 

3S 

200000 

210000 

249000 

282000 

299000 

332000 

334000 

350000 

383000 

64  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS 
FOR  PLATE  AND  CHANNEL  COLUMNS 

SQUARE  ENDS 

_  50000 

Based  on  Gordon’s  Formula:  ,  .  U"L)~  Factor  of  safety,  4. 

30000r2 


WIDTH  OF  PLATE  17" 

WIDTH  OF  PLATE  17" 

WIDTH  OF  PLATE  17" 

PLATES 

15 

"  33  Pounds 

15 

"  40  Pounds 

1.' 

»"  50  Pounds 

Vs"  Plate 

y2"  Plate 

Ys"  Plate 

Vf  Plate 

Ys"  Plate 

V"  Plate 

y2"  Plate 

Ys"  Plate 

Plate 

Area  of 
Column 
Section 

32.55 

30.80 

41.05 

40.52 

44.77 

49.02 

46.42 

50.67 

54.92 

Weight  of 
Column 

109.40 

123.80 

138.20 

137.80 

152.20 

166.70 

157. SO 

172.20 

186.70 

Least  Radius 
of  Gyration 

5.41 

5.36 

5.31 

5.31 

5.27 

5.24 

5.23 

5.20 

5.18 

Length 

12 

399000 

451000 

502000 

496000 

548000 

600000 

568000 

620000 

072000 

i:i 

397000 

449000 

501000 

494000 

540000 

597000 

566000 

617000 

069000 

14 

390000 

448000 

500000 

493000 

544000 

595000 

5:540  00 

615000 

607000 

15 

394000 

440000 

497000 

491000 

542000 

592000 

551000 

612000 

664000 

10 

393000 

444000 

49500G 

4S9000 

540000 

590000 

559000 

610000 

661000 

17 

391000 

442000 

492000 

480000 

537000 

588000 

557006 

607000 

657000 

IS 

390000 

440000 

490000 

484000 

535000 

580000 

555000 

604000 

654000 

19 

388000 

438000 

487000 

4S1000 

532000 

582000 

552000 

601000 

650000 

29 

380000 

43G000 

485000 

479000 

529000 

579000 

549000 

599000 

647000 

21 

3S4000 

433000 

483000 

477000 

526000 

575000 

545000 

595000 

644000 

22 

381000 

431000 

481000 

475000 

523000 

572000 

542000 

592000 

641000 

23 

380000 

428000 

478000 

471000 

519000 

56SOOO 

537000 

588000 

637000 

24 

37S000 

420000 

475000 

469000 

510000 

565000 

535000 

584000 

633000 

25 

375000 

423000 

471000 

465000 

513000 

501000 

531000 

580000 

628000 

20 

373000 

420000 

408000 

462000 

511000 

557000 

528000 

576000 

624000 

27 

370000 

417000 

464000 

458000 

507000 

554000 

524000 

571000 

619000 

2S 

307000 

415000 

401000 

455000 

503000 

551000 

520000 

567000 

615000 

29 

305000 

412000 

458000 

452000 

499000 

540000 

516000 

562000 

610000 

30 

303000 

409000 

450000 

450000 

495000 

542000 

513000 

558000 

005000 

32 

357000 

402000 

449000 

443000 

487000 

533000 

505000 

549000 

595000 

34 

351000 

397000 

441000 

435000 

479000 

524000 

496.000 

542000 

585000 

30 

345000 

390000 

433000 

427000 

472000 

515000 

487000 

532000 

574000 

3S 

340000 

383000 

425000 

420000 

464000 

505000 

478000 

.522000 

566000 

40 

334000 

370)000 

419000 

413000 

455000 

498000 

471000 

512000 

555000 

42 

327000 

370000 

411000 

405000 

440000 

488000 

402000 

502000 

544000 

ST.  PAUL  FOUNDRY  CO.  65 


SAFE  LOADS  IN  POUNDS  FOR  SINGLE 
I-BEAM  COLUMNS 

50000 

Based  on  Gordon’s  Formula:  *'  .  ,  (12L)'-'  Factor  of  safety,  4 

+  36000ra 


Depth 

of 

Weight 

Per 

Foot 

Area  of 
Section 

Least 
Radius  of 
Gyration 

Inches 

LENGTH 

IN  FEET 

Beam 

Pounds 

Sq.  Inches 

G 

8 

IO 

12 

14 

1G 

IS 

20 

3 

1.63 

.53 

13000 

11000 

4 

vy2 

2.21 

.59 

2000C 

16000 

13000 

5 

9% 

2.87 

.65 

27000 

22000 

18000 

G 

3.G1 

.72 

35000 

3000C 

25000 

21000 

7 

15 

4.42 

.78 

45000 

39000 

33000 

28000 

H 

1 H 

5.33 

.84 

55000 

49000 

4300C 

37000 

31000 

it 

41 

6.31 

.90 

67000 

60000 

5300C 

46000 

40000 

it 

45 

7.35 

.88 

78000 

69000 

6000C 

53000 

46000 

. 

io 

45 

7.37 

.97 

80000 

73000 

65000 

57000 

50000 

44000 

io 

30 

8.82 

.93 

94000 

85000 

75000 

66000 

58000 

50000 

13 

31*2 

9.26 

1.01 

102000 

93000 

83000 

94000 

65000 

58000 

1*4 

40 

11.84 

1.08 

132000 

12100C 

110000 

99000 

88000 

79000 

70000 

14 

50 

14.71 

1.05 

163000 

149000 

135000 

121000 

10800C 

96000 

85000 

15 

44 

12.48 

1.08 

139000 

128000 

116000 

105000 

93000 

83000 

74000 

1 

50 

14.71 

1.04 

162000 

149000 

134000 

120000 

100,000 

94000 

84000 

1  5 

GO 

17.67 

1.21 

201000 

188000 

173000 

159000 

144000 

30000 

117000 

18 

55 

15.93 

1.15 

180000 

166000 

153000 

139000 

125000 

12000 

100000 

. 

l* 

70 

20.59 

1.03 

230000 

212000 

192000 

173000 

155000 

38000 

123000 

40 

65 

19. OS 

1.21 

217000 

203000 

187000 

171000 

155000 

141000 

126000 

57000 

40 

80 

23.73 

1.39 

276000 

261000 

246000 

229000 

211000 

194000 

177000 

81000 

44 

80 

23.32 

1.30 

271000 

256000 

239000 

223000 

205000 

187000 

172000 

78000 

Loads  given  to  the  right  of  zigzag  line  are  for  lengths  greater  than  125  radii  of  gyration, 
and  should  not  be  used  unless  beams  are  stiffened  or  braced  sideways. 


66  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS  FOR  Z-BAR  COLUMNS 

SQUARE  ENDS 


o 

►Cl 

50000 

|  \ 

•o 

Based  on  Gordon’s  Formula  : 

C 12L)  - 
36000r2 

|  j  \  /; 

y  : 

a . * . a  •-** 

Factor  of  safety,  4. 

SECTION 

OF 

COLUMN 

Thickness  of 
Web -Plate  and 
Z-Bars 

Area  of  Column 
Section 

Weight  of 
Column  per  Foot 

Least  Radius  of 
Gyration 

A 

B 

C 

LENGTH  IN  FEET 

In. 

Sq.In. 

Lbs. 

In. 

In. 

In. 

In. 

4 

6 

8 

io 

12 

14 

4-3" 

Z-Bars 

and 

1  Web- 
Plate 
5%"  Wide 

4-4" 

Z-Bars 

and 

1  Web- 
Plate 
«%"Wide 

4-5" 

Z-Bars 

and 

1  Web- 
lMate 

7"  Wide 

4-6" 

Z-Bars 

and 

1  Web- 
Plate 
7%"  Wide 

Vi 

Via 

% 

Vltt 

Vs 

n/io 

Vi 

Via 

% 

Via 

Vs 

Via 

% 

1Via 

% 

Via 

% 

Via 

Vs 

Via 

% 

Hi« 

% 

13Ae 

% 

7Aa 

Vs 

Via 

% 

Hi,, 

% 

ls/io 

% 

9.31 

11.72 

13.59 

15.97 

17.62 

19.97 

11.31 

14.22 
17.16 
19.14 
22.00 
24.89 
26.41 

29.22 
32.06 

15.78 

19.03 

22.31 
24.50 
27.70 

30.94 
32.66 
35.81 
39.00 

21.28 

24.94 

28.62 
31.08 
34.69 
38.33 

40.31 
43.87 
47.47 

31.7 

39.7 

46.1 

54.2 

59.8 

67.8 

38.5 

48.4 

58.2 

65.2 

74.7 

84.5 

89.9 

99.4 

109.2 

52.8 

64.5 
76.0 

83.5 

94.2 

105.3 

111.2 
121.9 

132.5 

72.3 

84.7 

97.2 

105.6 
118.1 

130.5 
137.0 
149.0 

161.5 

1.86 

1.91 

1.88 

1.93 

1.90 

1.95 

2.46 

2.51 

2.56 
2.49 
2.54 
2.59 

2.52 

2.57 
2.62 

3. OS 
3.13 
3.18 
3.10 
3.15 
3.21 
3.13 
3.18 
3.24 

3.68 

3.73 

3.78 

3.70 

3.75 

3.73 

3.67 

3.65 

3.63 

5  is 
5ft 

Ct5 

^16 

5 16 
5ft 
5i3g 

6ft 

6ft 

6  A 

GVs 

6J/g 
6}  s 

5ft 

K15 

°IB 

5ft 

6ft 

6ft 

6ft 

m 

6:!8 

6N 

6ft 

6ft 

6ft 

7Vs 

71s 

7's 

6}| 

file 

6Jg 

m 

6-M 

3Vs 

3ft 

3ft 

3aBs 

3  H 
3il 

4H 

1ft 

4ft 

4ft 

4ft 

4ii 

4ft 

4i| 

4Vs 

5ft 

5  Vi 
5ft 
5H 
5ft 
5ft 
5ft 
5ft 

'i'  7 

"32 

6  2  2 
6% 
6ft 
6:!  s 

6ft 

6% 

6ft 

6ft 

12ft 
12r’ 8 
12^ 
12H 

12M 

12ft 

15ft 

15ft 

15ft 

lifts 

15 

15' 8 
14B 
1413 
14  Vs 

16ft 

1613 

16ft 

1 6)4 
16' s 
16?4 
16ft 
10H 
16?  8 

W/s 

19 

19'  8 

m 

■’lii 

19 

18ft 

18ft 

18fts 

114000 

144000 

167000 

196000 

216000 

245000 

140000 

176000 

212000 

237000 

272000 

308000 

327000 

362000 

397000 

112000 

141000 

103000 

192000 

212000 

240000 

13S000 

174000 

210000 

234000 

269000 

305000 

323000 

358000 

392000 

194000 

275000 

302000 

341000 

381000 

402000 

441000 

481000 

263000 

309000 

354000 

385000 

429000 

474000 

499000 

543000 

587000 

108000 

137000 

158000 

187000 

206000 

234000 

135000 

171000 

207000 

230000 

265000 

300000 

317000 

352000 

3S6000 

192000 

232000 

272000 

298000 

338000 

377000 

398000 

437000 

476000 

261000 

306000 

352000 

381000 

426000 

471000 

494000 

538000 

582000 

104000 

132000 

153000 

180000 

198000 

226000 

132000 

167000 

202000 

225000 

259000 

293000 

310000 

344000 

379000 

189000 

229000 

269000 

294000 

333000 

372000 

392000 

431000 

469000 

258000 

303000 

348000 

377000 

421000 

466000 

490000 

533000 

575000 

100000 

126000 

146000 

173000 

190000 

216000 

129000 

163000 

197000 

219000 

253000 

287000 

302000 

336000 

369000 

186000 

225000 

264000 

289000 

327000 

367000 

386000 

423000 

462000 

255000 

299000 

344000 

373000 

417000 

460000 

483000 

525000 

569000 

95000 

121000 

139000 

165000 

181000 

207000 

125000 

158000 

191000 

213000 

245000 

279000 

293000 

327000 

360000 

182000 

220000 

259000 

283000 

321000 

359000 

378000 

415000 

454000 

251000 

295000 

339000 

367000 

411000 

453000 

476000 

519000 

559000 

ST.  PAUL  FOUNDRY  CO. 


67 


SAFE  LOADS  IN  POUNDS  FOR  Z-BAR  COLUMNS 

SQUARE  ENDS 


50000 


Based  on  Gordon’s  Formula: 


1  + 


(12L)- 

3G000r= 


Factor  of  safety,  4. 


LENGTH  IN  FEET 


1G 

1* 

20 

90000 

85000 

79000 

114000 

108000 

102000 

132000 

124000 

117000 

157000 

148000 

139000 

172000 

102000 

153000 

197000 

180000 

175000 

121000 

117000 

112000 

153000 

147000 

142000 

180000 

179000 

173000 

200000 

198000 

190000 

237000 

229000 

220000 

270000 

200000 

251000 

285000 

275000 

264000 

317000 

305000 

294000 

349000 

337000 

326000 

178000 

174000 

169000 

215000 

210000 

204000 

254000 

247000 

241000 

27<i000 

270000 

202000 

314000 

300000 

299000 

352000 

344000 

335000 

370000 

300000 

351000 

407000 

390000 

386000 

445000 

433000 

423000 

248000 

243000 

238000 

290000 

285000 

279000 

334000 

328000 

322000 

302000 

354000 

348000 

404000 

397000 

390000 

440000 

439000 

429000 

408000 

4(i0000 

451000 

509000 

500000 

489000 

551000 

539000 

529000 

1 

20 

2K 

30 

3£ 

34 

30 

.  . 1  . 

107000 

102000 

9S000 

136000 

130000 

124000 

166000 

15S000 

151000 

183000 

175000 

167000 

211000 

203000 

194000 

241000 

231000 

222000 

253000 

243000 

232000 

282000 

271000 

259000 

313000 

299000 

28S000 

164000 

159000 

154000 

148000 

143000 

13S000 

133000 

199000 

192000 

186000 

181000 

174000 

168000 

161000 

234000 

228000 

220000 

213000 

206000 

198000 

191000 

255000 

248000 

239000 

231000 

223000 

215000 

206000 

289000 

281000 

271000 

263000 

254000 

245000 

236000 

325000 

316000 

306000 

297000 

287000 

276000 

267000 

341000 

330000 

320000 

310000 

298000 

288000 

277000 

376000 

365000 

353000 

342000 

331000 

318000 

307000 

411000 

400000 

388000 

370000 

362000 

350000 

33S000 

233000 

228000 

221000 

216000 

210000 

204000 

199000 

192000 

274000 

268000 

261000 

254000 

248000 

241000 

234000 

227000 

315000 

309000 

300000 

293000 

286000 

278000 

270000 

263000 

341000 

332000 

325000 

316000 

308000 

300000 

290000 

282O00 

3S1000 

373000 

364000 

354000 

345000 

336000 

326000 

317000 

421000 

412000 

401000 

391000 

381000 

370000 

360000 

348000 

440000 

431000 

419000 

409000 

397000 

387000 

374000 

364000 

479000 

467000 

456000 

443000 

432000 

419000 

407000 

394000 

510000 

505000 

491000 

480000 

465000 

453000 

438000 

426000 

^  Ph 
•  —  i  CS3 


Inches 


it; 

H 

is 

/2 


U 

s 

Iff 

% 

I7ff 

A 

0 

Iff 
/  8 

hi 


is 

H 

i7« 

A 


"8 

Iff 

k 


iff 

hA 

hi 

k 

1  3 

i« 

7? 

y$ 


68 


ST.  PAUL  FOUNDRY  CO. 


NOTES  ON  TRUSSES 


A  common  type  of  combination  truss  is  illustrated  on  page  69,  the  top 
and  bottom  chords  and  compression  members  being  made  of  wood  with 
iron  rods  to  take  the  tension. 

Wood  members  at  connections  are  notched  in  and  bolted,  or  castings 
may  be  used.  In  all  cases  the  connections  should  be  of  sufficient  strength 
to  develop  the  entire  strength  of  the  members  connected. 

Where  the  top  chord  is  notched  into  the  bottom  chord  care  should  be 
taken  to  leave  sufficient  section  in  the  bottom  chord  at  that  point  to  resist 
both  shear  and  bending. 

Where  the  bottom  chord  forms  an  arched  ceiling  provision  must  be 
made  either  in  the  truss  or  the  supporting  walls  to  take  the  thrust,  which 
might,  by  pushing  out  the  supports,  cause  the  structure  to  fail. 

Steel  trusses  may  be  built  much  stronger  than  wood  trusses.  They 
are  lighter,  more  durable,  and  cheaper  in  many  cases,  especially  for  long 
spans. 

The  cost  of  assembling  is  saved,  as  in  most  cases  they  can  be  shipped 
in  one  or  two  pieces. 

They  may  be  erected  more  easily  on  account  of  their  lightness  and 
stiffness.  The  illustrations  on  page  70  show  a  few  of  the  types  we  have 
made. 

Our  Engineering  Department  is  prepared  to  furnish  designs  and 
estimates  on  all  classes  of  this  work,  promptly  on  receipt  of  necessary  data. 


APPROXIMATE  LOADS  PER  HORIZONTAL  SQUARE  FOOT  FOR 
ROOFS  OF  SPANS  NOT  EXCEEDING  75  FEET 

Corrugated  Iron,  unboarded  8  pounds  Shingles,  on  lath  10  pounds 

Corrugated  Iron-  on  boards  11  pounds  Shingles,  on  J'ij"  boards  13  pounds 

Slate,  on  lath  13  pounds  Tar  and  Gravel,  4-ply  felt  on  JfJ"  boards  9p£  pound3 

Slate,  on  lJ4ff  boards  10  pounds 

Add  for  plastered  ceiling,  10  pounds. 

For  spans  over  75'  add  4  lbs.  per  square  foot  to  above  loads. 

Snow  and  Wind,  unless  separately  calculated,  30  lbs. 


Proportion  of 

ANGLE 

Length 

Proportion  of 

ANGLE 

Length 

Rise  to  Span 

Degrees 

Minutes 

Rafter  to  Rise 

Rise  to  Span 

Degrees 

Minutes 

Rafter  to  Rise 

X 

45° 

1.4142 

M 

2G° 

34' 

2. 2301 

1 

3 

33° 

41' 

1.8028. 

1 

21° 

4S' 

2.6920 

o-i- 

V  3 

30° 

2. 

H 

1S° 

2(1' 

3.1623 

ST.  PAUL  FOUNDRY  CO. 


69 


WOOD  TRUSSES 


Fig  2 


Light  linos  denote  tension.  Heavy  lines  denote  compression. 
Stress  in  any  member  —  coefficient  X  total  load  carried. 

Total  load  =  Span  in  feet  X  distance  between  trusses  in  feet  X 
load  per  square  foot. 

Trusses  loaded  unsymmetrically  or  with  load  on  bottom  chord 
will  require  special  calculations. 

Use  Fig.  1  for  spans  up  to  30  feet. 

“  2  “  “  50  " 

“  3  “  “  70  “ 


COEFFICIENTS 


Member 

of 

Truss 

Pitch  (depth  to  span) 

1  •'  3 

30° 

1=4 

Fig.  1 

BK 

.670 

.750 

.837 

CL 

.450 

.500 

.558 

KL 

.225 

.250 

.279 

KZ 

.562 

.647 

.750 

LL 

.250 

.250 

.250 

Fig.  2 

BK 

.750 

.S35 

.930 

CL 

.600 

.005 

.749 

DN 

.450 

.497 

.555 

KT 

.0 

.0 

.0 

LM 

.083 

.083 

.083 

NN 

.334 

.334 

.334 

TL 

.150 

.170 

.185 

MN 

.207 

.220 

.235 

KZ 

.625 

.720 

.830 

TZ 

.625 

.720 

.830 

MZ 

.500 

.575 

.  667 

Fig.  3 

BK 

.785 

,870 

.986 

CM 

.673 

.750 

.845 

DO 

.560 

.020 

.700 

FQ 

.450 

.500 

.560 

QQ 

.375 

.375 

.375 

FQ 

.210 

.215 

.225 

OP 

.125 

.  1 25 

.125 

NO 

.156 

.165 

.176 

MN 

.062 

.062 

.062 

LM 

.112 

.124 

.141 

KL 

.0 

.0 

.0 

KZ 

.055 

.  755 

.  S75 

LZ 

.  055 

.  ( 55 

.875 

NZ 

.560 

.645 

.750 

l’Z 

.470 

.540 

.025 

Wooden  Roof  Truss. 


70  ST.  PAUL  FOUNDRY  CO. 


TYPICAL  STEEL  TRUSSES 


ST.  PAUL  FOUNDRY  CO. 


71 


ROOF  TRUSSES 


TABLES  FOR  FINDING  STRESSES  IN  MEMBERS  FOR  ROOF  TRUSSES  OF  TIIE 
DIFFERENT  TYRES  AND  PITCHES  AS  GIVEN  BELOW  AND  OF  ANY  SPAN  . 

RULE:  To  find  the  stress  in  any  member,  multiply  the  coefficient  given  for  that 
member  by  total  load  carried  by  truss  (  =  span  in  feet  X  distance  between  trusses  in 
feet  X  weight  per  square  foot).  If  the  truss  is  acted  upon  by  wind  forces  or  other  unsym- 
metrical  loading,  the  stresses  in  the  members  must  be  calculated  accordingly  and  combined 
with  the  load  stresses  as  found  below. 


Member 

Pitch  (Depth  to  Span) 

NOTE — Heavy  lines  denote 

compression 

of  Truss 

| 

»o° 

Vo 

and  light  lines  tension  members. 

Loads  are  considered  as  concentrated 

at  the  joints. 

Fig.  I, 

A-a 

.675 

.750 

.83S 

1.010 

B-b 

.537 

.625 

.726 

.917 

C-a 

.563 

.650 

.750 

.938 

C-c 

.375 

.433 

.500 

.625 

B/V 

a-b 

.208 

.217 

.224 

.232 

b-c 

.  1 SS 

.217 

.250 

.313 

Fig.  1. 

b  /c 

a  \ 

Fig.  '1, 

A-a 

.750 

.833 

.930 

1  .120 

C 

B-b 

.589 

.666 

.757 

.928 

•C-c 

.568 

.066 

.783 

.995 

l)-a 

.625 

.721 

.833 

1 .042 

D-d 

.375 

.433 

.500 

.625 

a-b 

.155 

.167 

.ISO 

.202 

b-c 

.155 

.167 

.180 

.202 

Fig.  2.  b/ 

c-d 

.250 

.28S 

.333 

.417 

c  / 

/d 

Fig.  3, 

a 

D 

A-a 

.788 

.874 

.97S 

1.178 

B-b 

.718 

.812 

.922 

1.131 

C-c 

.649 

.750 

.  866 

1 .085 

D-d 

.580 

.687 

.810 

1 .038 

D/f 

E-a 

.655 

.758 

.875 

1.094 

E-f 

.562 

.650 

.750 

.938 

Fig.  3. 

E-c 

.375 

.433 

.500 

.625 

C  \/ 

a-b 

.104 

.108 

.112 

.116 

u/K 

7e 

i>f 

.093 

.108 

.125 

.156 

%  / 

f-g 

.208 

.216 

.2914 

.232 

\/  r  \ 

g-C 

.093 

.108 

.125 

.156 

E 

c-d 

.104 

.108 

.112 

.116 

g-e 

.187 

.217 

.250 

.313 

d-e 

.280 

.325 

.375 

.469 

ST.  PAUL  FOUNDRY  CO. 


VALUES  OF  SINGLE  ANGLES  IN  COMPRESSION 


By  Formula,  S  =  12,500 — 500 

r 

S  =  Safe  Fibre  Stress. 

L  =  Length  of  Strut  in  feet. 


r  =  Radius  of  Gyration. 

— j^-Not  to  exceed  10  except  for 
lateral  bracing,  where  it  may  be  12. 


Size  of 
Angles 


LENGTH  IN  FEET. 


3  |  4  5  G  S  lO  12  14 


•> 

x2 

x-ns 

40 

72 

6,300 

5,400 

o 

x2 

39 

94 

8,130 

6,910 

o 

x2 

X  uT 

39 

1 

15 

9,950 

8,450 

o 

Hx2 

x  ,  V. 

43 

81 

7,290 

6,360 

o 

1/2X2 

xY\ 

42 

1 

06 

9,490 

8,210 

*> 

J4x2 

x-ft 

42 

1 

31 

11,680 

10,150 

*» 

1  2X2 

!^X  X/i 

49 

1 

19 

11,210 

9,996 

o 

>2X2 

iflXu 

49 

1 

47 

13,890 

12,350 

o 

'  2x2 

K2x3/8 

48 

1 

73 

16,260 

14,360 

3 

x2 

14xM 

53 

1 

31 

12,640 

11,460 

3 

x2 

53 

1 

62 

15,630 

14,170 

3 

x2 

52 

1 

92 

18,430 

16,800 

3 

x3 

xH 

59 

1 

44 

14,330 

13,100 

3 

x3 

xfs 

59 

1 

78 

17,710 

16,200 

3 

x3 

xH 

58 

2 

11 

20,890 

19,100 

3 

1  2X3 

Lx  A 

69 

2 

09 

21,630 

20,060 

3 

>2x3 

VixYg 

69 

2 

48 

25,670 

23,810 

4 

x4 

Y  ,r>- 

A  i  r, 

79 

2 

40 

25,440 

24,000 

4 

x4 

x34 

79 

2 

86 

30,330 

28,600 

4 

x4 

X  i% 

7S 

3 

31 

35,080 

32,930 

5 

x5 

x% 

99 

3 

61 

39,710 

37,900 

5 

x3 

X  Hi 

98 

4 

18 

45,980 

43,680 

3 

x5 

x  1  2 

98 

4 

75 

52,250 

49,640 

G 

xG 

x% 

1 

19 

4 

36 

49,050 

47,300 

G 

xG 

xA 

1 

19 

5 

06 

56,920 

54,900 

6 

xG 

X  !/2 

1 

18 

5 

75 

64,690 

62,100 

G 

xG 

Xn 

1 

18 

6 

43 

72,340 

69,440 

G 

xG 

X5s 

1 

IS 

7 

11 

79,990 

76,790 

6 

xG 

Y  11 
A  :  6 

1 

.17 

7 

78 

87,290 

84,020 

G 

xG 

xM 

- 1 

.17 

8 

44 

94,690 

91,150 

G 

xG 

X  >| 

1 

.17 

9 

09 

101,980 

98,170 

G 

xG 

xj£ 

1 

.17 

9 

74 

109,090 

105,190 

8 

xS 

x  Vi 

1 

.58 

7 

.75 

91,990 

87,190 

8 

xS 

xYi 

1 

.58 

9 

.61 

114,060 

108,110 

8 

x8 

x'M 

1 

.57 

11 

.44 

135,730 

128,700 

S 

xS 

x!4 

1 

.57 

13 

.23 

156,970 

148,840 

5,430 

7,240 

8,580 

8,810 

10.870 
12,970 
10,220 
12,640 

14.590 
11,880 
14,680 
17,300 
IS,  600 
22,070 
22,600 
27,030 
30,950 
36,100 

41.590 
47,260 
45,340 
52,620 
59,800 

66.870 
73,940 
80,910 
87,780 
94,540 

101,300 

84,860 

105,220 

125,260 

144,800 

8,970 

11,090 

12.960 
10,660 
13,170 

15.500 
17,140 
20,340 
20,880 
24,880 

28.960 
34,110 

39.500 
44,890 
43,600 

55.800 
57,270 
64,040 

70.800 
77,410 
83,980 
90,450 
96,910 
82,150 

101,890 

121,260 

140,240 

14,000 

16,620 

17,880 

21,310 

24,330 

30,540 

35.320 
40,140 
39,890 
46,300 

52.320 
58,510 
64,700 

70.800 

76.800 
82,720 
88,630 
77,110 
95,620 

113,830 

131,640 

26,890 

30,930 

35,150 

36,190 

42,000 

48,300 

53,050 

59,000 

64,180 

69,630 

74,990 

80,400 

72,460 

89,950 

107,900 

126,800 

'  '32,480 
37,700 
42,800 
47,900 
52,960 
57,570 
62,460 
67,270 
72,080 
66,420 
83,610 
99,500 
115,100 

62,700 

77,800 

92,190 

106.500 

ST.  PAUL  FOUNDRY  CO. 


i6 


VALUES  OF  TWO  ANGLES  IN  COMPRESSION 


EQUAL  LEGGED  ANGLES 

By  Formula:  S  =  12500  —  500  — — 

r 

S  =  Safe  Fiber  Stress,  r  =  Radius  of  Gyration  in  inches. 

L  =  Length  in  feet.  — —  not  to  exceed  10. 
r 


Size  of 
Angles 

Radii  of 
Gyration 

Area  of 
Two  Angles 

4 

G 

<;  x g  x  % 

r0=1.83 

r,=2.73 

16.88 

192600 

198600 

183300 

192500 

6  x  G  x  y 

r0=l  .80 
r,=2.68 

11.50 

131400 

135100 

125200 

130800 

G  x  G  x  % 

r„=l  .87 
r,=2.67 

8.72 

99700 

102500 

95000 

99200 

5x5  x  y 

r0=1.54 
r7-  2.28 

9.50 

106400 

110400 

100200 

106300 

5  x  5  x  % 

r0=l  .56 
r2=  2.26 

7.22 

81000 

83900 

76400 

80600 

4  x  4  x  y 

ro=1.22 
r2=l  .88 

7.50 

81500 

85800 

75300 

81300 

4  x  4  x  % 

r0=l  .23 
r  2=  1.86 

5.72 

(>2200 

65400 

57500 

62300 

4x4  x  b/ig 

ro=1.24 
r7=l  .85 

4.  SO 

52300 

54800 

48400 

52200 

ay.  x  ay.  x  % 

r0=l  .07 
r2=l  .67 

4.90 

52700 

56000 

48100 

53100 

ay  x  ay  x  %8 

l-o=1.08 

r„=1.65 

4.18 

44500 

47200 

40600 

44600 

a  x  a  x  % 

r0=  .91 
r2=l  .45 

4.22 

43500 

47000 

38S00 

44100 

a  x  a  x  B/ic, 

ro=  .92 
r2=l  .45 

3.56 

36800 

39600 

32900 

37100 

a  x  3  x  y 

r„=  .93 
r2=l  .43 

2.88 

29800 

32000 

26700 

30000 

5 ay  x  ay  x  % 

r0=  .75 
1-0=1.26 

3.46 

34000 

37700 

29400 

35000 

ay  x  ay  x 

r0=  .76 
r2=l  .25 

2.94 

29000 

32000 

25100 

29700 

ay  x  ay  x  y 

To=  •  7 1 
r2=1.24 

2.38 

23600 

25900 

20500 

24000 

a  x  a  x  % 

r0=  .59 
r2=l  .07 

2.72 

24800 

28900 

20100 

a  xa  x5/io 

r0=  .60 
r2=l  .05 

2.30 

21100 

24400 

17300 

22200 

.*  x  a  x  i/i 

r„=  .61 
r2=1.04 

1.88 

17300 

19900 

14300 

18100 

LENGTH  IN  FEET 


8 

10 

ia 

14 

1G 

18 

174100 

186300 

164900 

180100 

155700 

173900 

146500 

167800 

137300 

161600 

128100 

155400 

119000 

126500 

112800 

122200 

106600 

117900 

100400 

113700 

94300 

109300 

88000 

105000 

90300 

95900 

85700 

92700 

81100 

89400 

76400 

86170 

71800 

82900 

67100 

79650 

94100 

102100 

8S000 

97900 

81700 

93800 

75500 

89600 

S5500 

81300 

71800 

77500 

67100 

74300 

62400 

71000 

57800 

67900 

64700 

01500 

69200 

77800 

63000 

73800 

56900 

69800 

65800 

61800 

57900 

52900 

59200 

48300 

56100 

43500 

53000 

49900 

46900 

43800 

44500 

49600 

40700 

47000 

36900 

44400 

41900 

39400 

36900 

43500 

50100 

38800 

47100 

44100 

41200 

38200 

36800 

42100 

32900 

39600 

37100 

34500 

32000 

34200 

41200 

3S206 

35400 

32400 

29000 

34700 

32300 

29900 

27500 

23600 

27900 

25900 

23900 

21800 

32300 

29500 

26800 

27300 

25000 

22700 

22100 

20200 

18300 

23800 

2i300 

19900 

17800 

16300 

14500 

ST.  PAUL  FOUNDRY  CO. 


VALUES  OF  TWO  ANGLES  IN  COMPRESSION 

LONG  LEGS  TOGETHER 


r2 


By  Formula :  S  =  12500  —  500 


L 


S  =  Safe  Fiber  Stress.  r  =  Radius  of  Gyration  in  inches. 

L  =  Length  in  feet.  — —  not  to  exceed  10. 
r 


Size  of 
Angles 


7  x  3i/o  x  7, 


G  x  4  x  1/2 


G  x  4  x  % 


5  x  4  x  y2 


5  x  4  x  % 


»  xS'ix  1/2 


5  x  3  Ve  x  %(; 


5  x  3  x  14 


5x3  x  0/10 


4  x  3  x  V2 


4  x  3  x  -y1() 


31x3  x  1/2 


3}  o  x  3  x  y1(i 


3'  2  x  2  '4  x  % 


31  i  x  334  x  1/4 


3  x2bx  Vi 


3  x  3  x  % 


3  x  3  x  % 


31  x  3  x  % 


334  x  2  x  Vi 


Rad 

ii 

of 

Gyre 

tion 

r0= 

2 

26 

r2= 

T 

39 

r0  = 

1 

91 

r2= 

1 

70 

r0= 

1 

93 

r2= 

1 

(>7 

r„= 

1 

57 

r2== 

1 

1 7 

r0= 

1 

59 

r2= 

1 

75 

r„= 

1 

58 

Vn  = 

1 

54 

r0= 

1 

61 

To  = 

i 

50 

r0= 

1 

59 

r2= 

1 

30 

r0 

1 

61 

r2= 

1 

26 

r„= 

1 

25 

r  2  — = 

1 

39 

r0= 

1 

27 

r2= 

1 

35 

r„= 

1 

08 

r2= 

1 

44 

r0= 

1 

10 

r2= 

1 

40 

r0= 

1 

10 

r2= 

1 

15 

r0= 

1 

12 

1 

13 

T0= 

1*2  = 

1 

93 

22 

l'o  = 

95 

r.;= 

1 

18 

r0= 

94 

1*2= 

96 

r0= 

95 

1*2  = 

93 

r0= 

77 

1*2  = 

1 

01 

78 

r2= 

98 

Area  of 
Two  Angles 


8.  SO 


9.50 


8.50 


0.40 


8.00 

5.12 


7.50 


4.80 


0.50 


4.18 


0.00 


3.80 


4.22 


2.88 


3.84 


2.02 


3.40 


2.38 


3.10 


2.12 


LENGTH  IN  FEET 


102210 

97330 


108770 

107540 


82890 

81000 


95450 

90040 


72010 

73390 


89870 

89000 


57050 

57200 


S4300 

82200 


54020 

52300 


70900 

72540 


45000 

40000 


03900 

00000 


41220 

42730 


45070 

45390 


30800 

30900 


39740 

41000 


27230 

28310 


35S80 

30040 


24740 

24030 


30700 

32010 


21080 

221S0 


G 


98220 

90990 


103830 

102310 


79000 

77330 


90020 

91880 


0S540 

69030 


84800 

S4500 


54470 

53750 


79500 

76400 


51150 

48580 


65650 

67280 


42430 

43020 


58320 

62520 


37750 

39990 


41270 

41740 


28300 

38370 


35620 

3S480 


24480 

26190 


32210 

32440 


22230 

22070 


26670 

29540 


18350 

20010 


8 


94220 

84660 


98890 

96420 


75230 

72990 


84580 

S7040 


64340 

66020 


79740 

79300 


51300 

50890 


74650 

70800 


48200 

44850 


60480 

62500 


390S0 

39SS0 


52740 

58320 


34220 

37210 


37410 

3S060 


25720 

25S30 


31490 

35310 


21720 

23S70 


28530 

28830 


19730 

19520 


26460 


17S50 


IO  I  12  14 


90460 

78320 


93960 

90820 


71550 

68590 


79220 

82190 


60400 

62270 


74690 

74030 


48080 

46900 


70150 

64800 


45170 

40950 


55230 

57850 


35800 

36700 


47280 

54180 


30720 

34450 


33590 

34480 


23150 

23280 


32140 


21650 


23410 


86680 

72070 


88920 

85210 


67800 

64330 


73780 

77430 


56400 

58590 


69600 

68800 


44900 

43500 


65450 

59150 


42150 

37150 


50150 

53230 


32520 

33650 


50010 


31730 


82280 

65650 


83880 

79610 

64040 

59990 


68340 

72590 


52330 

54910 


64560 

63600 


41770 

40150 


607 50 


39170 


45840 


289.50 


1G  18 

788501  74980 
59490  53150 


78940 i  74100 
74100, . 


603401  56600 


678301 


48260 

51230 


38550 


55950 


36140 


ST.  PAUL  FOUNDRY  CO.  75 


VALUES  OF  TWO  ANGLES  IN  COMPRESSION 

SHORT  LEGS  TOGETHER 

By  Formula :  S  =  1 2500  —  500  — 

r 

S  =  Safe  Fiber  Stress.  r  =  Radius  of  Gyration  in  inches. 

L  =  Length  in  feet.  — —  not  to  exceed  10. 

r 


Angles 

Gyration 

Two  Angles 

4 

G 

8 

IO 

13 

14 

1G 

IS 

7  x  3 y2  x  t/io 

r0=  .95 
r2=3.56 

8.80 

91520 

105070 

82190 

102610 

72950 

100140 

97680 

95130 

92660 

90200 

87740 

g  x  4  x  y2 

r„=l .  15 
r2=2.94 

9.50 

102220 

112290 

93950 

109060 

85090 

105830 

77420 

102600 

99370 

96140 

92910 

89680 

G  x  4  x  % 

r0=l  .17 
r2=2.92 

7.22 

77830 

85270 

71770 

82810 

65500 

80360 

59^20 

77830 

75450 

72920 

70470 

68010 

5  x  4  x  Vs 

r0=l .  18 
r2=2.40 

8.50 

91880 

99190 

84600 

95620 

77430 

92050 

70210 

S8570 

62980 

85000 

81430 

77940 

74430 

5x4  x  % 

r0=l  .20 
r,=2.3S 

6.46 

70030 

75320 

64600 

72610 

59240 

69900 

53800 
07  ISO 

48450 

64470 

01760 

59040 

56300 

5  x  31/2  x  Vs 

ro=1.01 
r=— -2.47 

8.00 

84080 

93520 

76240 

90320 

68320 

87120 

60400 

83840 

80640 

77440 

74160 

70770 

5  x  3Vi>  x  6/10 

r0=l  .03 
r  ™=2. 44 

5.12 

54070 

59800 

49100 

57550 

44130 

55600 

39120 

53500 

51400 

49300 

47210 

45100 

5  x  3  x  1/2 

1*0=  •  83 
r2=2.54 

7.50 

75670 

87820 

60600 

84900 

57600 

81970 

78970 

76050 

73050 

70120 

67120 

5  x  3  x  5/la 

r0=  .85 
r  o=2. 51 

4.80 

48720 

50210 

43060 

54290 

37440 

52370 

50450 

48530 

40610 

44740 

42850 

4  x  3  x  y2 

r0=.  87 
r„=2.02 

0 . 50 

00300 

74810 

58890 

71600 

51350 

68380 

05160 

61940 

58730 

55510 

52290 

4  x  3  x  -yui 

r0=.  89 
r,=l  .97 

4.1S 

42850 

48000 

38160 

45880 

33440 

43700 

41640 

39520 

37400 

352S0 

33160 

31/2  x  3  x  % 

r0=  .88 
r  2=1 .75 

0.00 

01320 

68160 

54480 

64680 

47700 

61320 

57S40 

54420 

51000 

475S0 

31/2  x  3  x  r/1B 

r0=  .90 
r.=l  .71 

3.8.1 

39080 

43730 

35300 

41490 

31070 

39220 

36980 

34680 

32460 

30150 

31/2  x  2Vs  x  % 

r„=  .72 
r2=l  .79 

4.22 

41020 

48010 

35240 

45700 

43300 

40930 

38610 

36250 

33900 

3  Vs  x  21/2  x  Vi 

r0=.  74 
r.,— 1  .70 

2.88 

28220 

32720 

24310 

31100 

29460 

27820 

26180 

24540 

22900 

3  x  21/2  x  % 

r0=  .74 
r2=l  .52 

3.84 

37030 

42930 

32410 

40440 

37900 

35370 

32S30 

30290 

3  x  21/2  x  Vi 

r0=  .75 
r2=l  .50 

2.62 

25730 

29270 

22270 

27510 

25780 

24030 

22270 

20510 

3  x  2  x  % 

r0=  .50 
r2=l  .59 

3.40 

30800 

38S90 

36710 

34450 

32350 

30210 

28040 

3  x  2  x  Vi 

r0=  .58 
r2=l  .50 

2.33 

21540 

26700 

25180 

23000 

22110 

20610 

19090 

21/2  X  2  X  % 

r0=  .58 
r2=1  .32 

3.10 

28050 

34070 

31710 

29360 

27000 

24680 

2y>  x  2  x 

r0=-  .59 
r  j=l  .29 

2.12 

19310 

23210 

21560 

19930 

18300 

16640 

nr 


Vi 


76  ST.  PAUL  FOUNDRY  CO. 


SHEARING  AND  BEARING  VALUE  OF  RIVETS. 


Diameter 
of  Rivet 
Inches 

Area  in 
Square 
Inches 

Single 
Shear  at 
7500  lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches,  at  15,000  lbs.  per  Square  Inch. 

Va" 

A"  I  Vs"  1  A" 

Vi" 

Vs 

.1104 

830 

1410 

1760 

2110 

3750 

Vi 

.1963 

1470 

1880 

2340 

2810 

3280 

% 

.3068 

2300 

2340 

2930 

3520 

4100 

4690 

% 

.4418 

3310 

2810 

3520 

4220 

4920 

5630 

Vs 

.6013 

4510 

3280 

4100 

4920 

5740 

6560 

1 

.7854 

5890 

3750 

4690 

5620 

6560 

7500 

Diameter 
of  Rivet 
Inches 

Area  in 
Square 
Inches 

Single 
Shear  at 
9000  lbs. 

Bearing  Values,  in  Po/^ftOfo1'  Different  Thickness  of 
Plate  in  Inches  at.X, QUIT Tbs,  per  Square  Inch. 

M" 

S  // 

1  6 

Vs"  1  A" 

Vi" 

Vs 

.1104 

990 

1680 

2110 

2530 

I  3940 

4500 

A 

.1963 

1770 

2250 

2820 

3370  1 

% 

.3068 

2760 

2790 

3480 

4180 

4870 

5580 

H 

.4418 

3970 

3370 

4210 

5050 

5910 

6750 

Vs 

.6013 

5410 

3940 

4920 

5910 

6880 

7870 

1 

.7854 

7060 

4500 

5620 

6750 

7870 

9000 

Diameter 
of  Rivet 
Inches 

Area  in 
Square 
Inches 

Single 
Shear  at 
10000  lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  20,000  lbs.  per  Square  Inch. 

Va" 

A"  I  Vs"  |  A"  1 

Vi" 

Vs 

.1104 

1100 

1880 

2340 

2810 

4380 

5000 

Vi 

.1963 

1960 

2500 

3130 

3750 

Vs 

.3068 

3070 

3130 

3910 

4690 

5470 

6250 

% 

.4418 

4420 

3750 

4690 

5630 

6560 

7500 

Vs 

.6013 

6010 

4380 

5470 

6570 

7660 

8750 

1 

.7854 

7850 

5000 

6250 

7500  j 

8750 

10000 

Diameter 
of  Rivet 
Inches 

Area  in 
Square 
Inches 

Single 
Shear  at 
12000  lbs 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  22,000  lbs.  per  Square  Inch  . 

Va"  |  A"  |  Vs"  1  A"  1  Vi" 

Vs 

.1104 

1320 

2060 

2580 

3090 

5500 

Vi 

.1963 

2360 

2750 

3440 

4130 

4820 

Vs 

.3068 

3680 

3440 

4300 

5160 

6020 

6880 

V 

.4418 

5300 

4130 

5160 

6190 

7220 

8250 

Vs 

.6013 

7220 

4810 

6020 

7220 

8430 

9630 

1 

.7854 

9430 

5500 

6880 

8250 

9630 

11000 

Bearing  values  given  above  or  to  the  right  of  the  upper  zigzag  lines  are  greater  than 
double  shear.  Bearing  values  given  between  the  upper  and  lower  zigzag  ines  are  less1  than 
double  shear  and  greater  than  single  shear. 


Sr.  PAUL  FOUNDRY  CO. 

SHEARING  AND  BEARING  VALUE  OF  RIVETS. 


Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  15,000  lbs.  per  Square  Inch. 

Diameter 
of  Rivet 

9  // 

1  6 

Vs" 

U" 

Vi" 

1 3  // 

1  6 

7/  " 

78 

15// 

1  6 

1" 

Inches 

Vs 

Vi 

5280 

5860 

Vs 

6330 

7030 

7720 

8440 

Vi 

7380 

8200 

9030 

9850 

10670 

11480 

12300 

Vs 

8440 

9380 

10310 

11250 

12190 

13130 

14060 

15000 

1 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  18,000  lbs.  per  Square  Inch. 

Diameter 
of  Rivet 

JL  " 

1  6 

Vs" 

U" 

H" 

13  " 

16 

Vs" 

15.// 

J  6 

1" 

Inches 

Vs 

Vi 

6330 

7030 

Vs 

7590 

8440 

9280 

10130 

U 

8800 

9840 

10830 

11810 

12800 

13780 

14770 

Vs 

10120 

11250 

12370 

13500  | 

14630 

15750 

16880 

18000 

l 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  20,000  lbs.  per  Square  Inch. 

Diameter 
of  Rivet 

_2_" 

1  6 

Vs" 

LI" 

16 

Vi" 

L3  " 

16 

Vs" 

15  // 

16 

1" 

Inches 

Vs 

Vi 

7030 

7810 

Vs 

8440 

9380 

10310 

11250 

Vi 

9840 

10940 

12030 

13130 

14220 

15310 

16410 

Vs 

11250 

12500 

13750 

15000 

16250 

17500 

18750 

20000 

1 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  22,000  lbs.  per  Square  Inch. 

Diameter 
of  Rivet 
Inches 

9  7/ 

1  6 

Vs" 

1L" 

16 

Vi" 

13// 

16 

Vs" 

15// 

16 

1  " 

Vs 

Vi 

7740 

8600 

Vs 

9280 

10320 

11340 

12380 

Vi 

10840 

12040 

13240 

14440 

15640 

16840 

18050 

y% 

12380 

13750 

15130 

16500 

17880 

19250 

20630 

22000 

i 

Bearing  values 
shear. 

given  below  or  to  the  left  of  the  lower  zigzag  lines 

are  less  than  single 

78 


ST.  PAUL  FOUNDRY  CO. 


LENGTHS  OF  RIVETS  FOR  VARIANT  GRIPS 


Grip 


Length 


Grip  in 
Inches 

DIAMETER  IN  INCHES 

DIAMETER  IN  INCHES 

Grip  in 

Inches 

% 

^8 

% 

% 

1 

ya 

% 

% 

Vs 

• 

Length  in  Inches 

Length  in  Inches 

% 

lk 

lk 

ik 

2 

2k 

ik 

lk 

lk 

ik 

lk 

I/O 

% 

15* 

1  '  $ 

2 

2k 

2k 

ik 

lk 

lk 

lk 

lk 

% 

% 

lk 

2 

2' 5 

2k 

2k 

ik 

l1 2 

lk 

ik 

1;*  8 

% 

% 

17* 

2  k 

2k 

2k 

2k 

ik 

ik 

ik 

ik 

ik 

% 

1 

2 

2k 

2k 

2k 

2k 

ik 

ik 

ik 

ik 

i7k 

1 

lVs 

2k 

2k 

2k 

2  k 

2k 

ik 

ik 

1  7  8 

2 

2 

IVs 

174 

2J4 

2k 

2k 

2k 

2k 

ik 

2 

2 

2k 

2  k 

1V4 

1% 

2:!  s 

2k 

2k 

27  s 

3 

2 

2k 

2k 

2k 

2  k 

1% 

iy2 

2’’  s 

2k 

3 

3k 

3  k 

2k 

2k 

2k 

2k 

2  k 

iy2 

i% 

93£ 

3 

3k 

3  k 

3k 

2  k 

2k 

2  k 

2k 

2  k 

1% 

i% 

2k 

315 

3k 

3k 

3k 

2k 

2k 

2k 

2k 

2k 

i34 

3 

3k 

3  k 

3k 

3k 

2}  2 

2k 

2k 

2k 

27* 

1% 

2 

3k 

3k 

3k 

3k 

3k 

2  k 

2k 

2k 

27* 

3 

*> 

2Vs 

3k 

3k 

3% 

3k 

375 

2k' 

27s 

3 

3 

3k' 

2k 

21/4 

m 

3' 5 

3k 

3k 

4 

27  s 

3 

3  k 

3k 

3  k 

«V4 

2% 

3k 

3k 

375 

4 

4k 

3 

3k 

3k' 

3k 

3k 

2% 

2V'2 

3"’  s 

3k 

4 

4' 5 

4k 

3k 

3  k 

3k 

3k 

3  k 

iSVa 

2% 

m 

4 

4k 

4k 

4k 

3k' 

3?  s 

3k 

3  k 

3  k 

2% 

2-;4 

3k 

4k 

4k 

4k 

4k 

3  k 

3  k 

3k 

3k 

3  k 

2% 

4 

4k 

4?  8 

4k 

4k 

3.k 

3:k 

3k 

3k 

3k 

2-.s 

3 

4k 

4k 

4  k' 

4k 

475 

3k 

37s 

3k 

4 

4k 

3 

3i/s 

4k 

41’  s 

4k 

4  k 

5 

3k 

4 

4 

4k 

4  k 

»i/s 

3i/4 

4  k 

4k 

475 

5 

5k 

4 

4k 

4k 

4  k 

4k 

3  >4 

3% 

4  k 

4J5 

5 

5'k 

5k 

4k 

4k 

4  k 

4"  4 

4k 

3% 

3^2 

4k 

5 

5*  i 

5  k 

5k 

4k 

4k 

4k 

4  k 

4  k 

3  k 

3% 

4k 

5'  5 

5  k 

5k 

5k 

4k 

4  k 

4k 

4->  s 

4k 

3% 

3% 

5 

5k 

5  ■  § 

5k 

5  k 

4k 

4  k 

4°  s 

4k 

4k 

3-y4 

% 

5k 

5:H 

5k 

5k 

5k 

475 

4k 

4k 

47* 

5 

31/8 

4 

5k 

5k 

5  k 

5k 

5k 

4k 

47s 

4  H 

5 

5k 

4 

4i/8 

5k 

5k 

5k 

5k 

0 

475 

5 

5 

5!  s 

5  k 

477s 

4i/4 

o'-; 

5  k 

5  k 

0 

Ok 

5 

5k 

5k 

5k 

5H 

474 

4% 

5  k 

5.75 

0 

ok 

Ok 

5k 

5  k 

5k 

5:5  8 

5k 

4% 

41/2 

5k 

0 

Ok 

G'5  s 

Ok 

5  k 

5k 

5k 

5  k 

5° « 

4k 

4% 

6 

Ok 

ok 

ok 

ok 

5k 

5  k 

5k 

5k 

5k 

4k 

4% 

6k 

Ok 

Ok 

ok 

Ok 

5k 

5k 

5k 

5k 

57* 

43/4 

4% 

6k 

Ok 

ok 

Ok 

ok 

5k 

5k 

57  s 

575 

0 

41/s 

5 

6k 

ok 

Ok 

Ok 

7 

5k 

C 

0 

G 

Ok 

5 

ST.  PAUL  FOUNDRY  CO 


79 


TENSILE  STRENGTH  OF  ■  &  •  RODS 

AT  ioooo  LBS.  PER  SQUARE  INCH 


SQUARE 

ROUND 

W  eight 

Tensile 

Tensile 

Weight 

Tensile 

Tensile 

per 

Strength 

Strength 

Diameter 

per 

Strength 

Strength 

Lin.  Foot 

Upset 

not  Upset 

Lin.  Foot 

Upset 

not  Upset 

Inches 

Pounds 

Pounds 

Pounds 

Inches 

Pounds 

Pounds 

Pounds 

M 

.212 

270 

H 

.167 

270 

Vs 

.478 

680 

Ys 

.375 

680 

Vi 

.850 

2500 

1260 

Vi 

.667 

1963 

1260 

V* 

1.328 

3906 

2020 

Vs 

1.043 

3068 

2020 

u 

1 .913 

5625 

3020 

u 

1 .502 

4418 

3020 

14 

2.603 

7656 

4200 

Vs 

2.044 

6013 

4200 

s 

3.400 

10000 

5500 

1 

2.670 

7854 

5500 

Vs 

4.303 

12656 

6940 

Vs 

3.379 

9940 

6940 

u 

5.312 

15625 

8930 

H 

4.173 

12272 

8930 

Vs 

6.428 

18906 

10570 

Vs 

5.049 

14S49 

10570 

Vi 

7.650 

22500 

12950 

Vi 

6.008 

17671 

12950 

5/* 

8.97S 

26406 

15150 

Vs 

7.051 

20739 

15150 

u 

10.41 

30625 

17440 

X 

8.178 

24053 

17440 

14 

11 .95 

35156 

20480 

Vs 

9.388 

27612 

20480 

O 

13.60 

40000 

23020 

•» 

10.68 

31416 

23020 

Vs 

15.35 

45156 

26500 

Vs 

12.06 

35466 

26500 

X 

17.22 

50625 

30230 

V 

13.52 

39761 

30230 

Vs 

19.18 

56406 

34190 

Vs 

15.07 

44301 

34190 

V 

21.25 

62500 

37150 

V 

16.69 

49087 

37150 

% 

23.43 

68906 

41550 

Vs 

18.40 

54110 

41550 

H 

25.71 

75625 

46190 

X 

20.20 

59390 

46190 

14 

28.10 

82650 

51080 

Vs 

22.07 

64920 

51080 

30.60 

90000 

54280 

:t 

24.03 

70680 

54280 

Vs 

33.20 

97650 

59570 

Vs 

26.08 

76690 

59570 

X 

35.92 

105630 

65100 

X 

28.20 

82960 

65100 

Vs 

38.73 

113910 

70870 

Vs 

30.42 

89460 

70870 

Vi 

41  .65 

122500 

75480 

Vi 

32.71 

96220 

75480 

Vs 

44.68 

131410 

81710 

Vs 

35.09 

103210 

81710 

X 

47.82 

140630 

86410 

X 

37.56 

110450 

86410 

Vs 

51 .05 

150160 

93050 

Vs 

40.10 

117930 

93050 

80 


ST.  PAUL  FOUNDRY  CO. 


TYPES  OF  BOLTS 


No.  1 

Plain  Round  Drift  Bolt 


No.  2 

Plain  Square  Drift  Bolt 


No.  3 

Round  Drift  Bolt,  Pointed 


No.  4 

Square  Drift  Bolt,  Pointed 


No.  5 

Round  Drift  Bolt,  Head  and  Point 


No.  7 
Boat  Spike 


No.  9 

Round  Head  Machine  Bolt 


No.  6 

Square  Drift  Bolt,  Head  and  Point 


No.  8 
Lag  Screw 


No.  10 

Countersunk  Head  Machine  Bolt 


Expansion  Bolt 


No.  12 

Expansion  Bolt 


We  carry  a  large  stock  of  Machine  Bolts,  and  can  deliver  on  short  notice. 
We  manufacture  holts  as  illustrated  above  in  a  variety  of  sizes. 

Special  bolts  of  any  description  made  to  order. 


ST.  PAUL  FOUNDRY  CO. 


WEIGHT  OF  RIVETS  AND  ROUND  HEADED 
BOLTS  WITHOUT  NUTS,  PER  100 


STEEL 


Length, 

Inches 

«/  // 

#  78 

Diameter 

,W 

Diameter 

%" 

Diameter 

Diameter 

7/  rr 
.  /8 

Diameter 

1" 

Diameter 

D/s" 

Diameter 

,iy4" 

Diameter 

lVi 

5.5 

12.8 

22.0 

29.3 

43.9 

66.6 

93.3 

127. 

1% 

0.3 

14.2 

24.1 

32.4 

48.2 

72.1 

100. 

130. 

1% 

7.0 

15.5 

26.3 

35.5 

52.5 

77.7 

107. 

145. 

a 

7.9 

10.9 

28.5 

38.7 

53.7 

83.3 

114. 

153. 

2  >4 

8.7 

18.3 

30.7 

41.8 

01.0 

88.8 

121. 

162. 

*y2 

9.4 

19.7 

32.8 

44.9 

65.2 

94.4 

128. 

171. 

2% 

10.2 

21.1 

35.0 

48.0 

09.5 

100. 

130. 

179. 

3 

11.0 

22.5 

37.2 

51.1 

73.7 

105. 

143. 

1S8. 

3y4 

11.7 

23.9 

39.3 

54.3 

78.0 

111. 

150. 

197. 

3VL- 

12.0 

25.3 

41.5 

57.4 

82.3 

116. 

157. 

205. 

33/4 

13.4 

20.7 

43.7 

60.5 

86.5 

122. 

164. 

214. 

4 

14.1 

2S.1 

45.9 

03.0 

90.8 

12S. 

170. 

223. 

4U 

14.9 

29.4 

48.0 

00.7 

95.0 

134. 

177. 

231. 

4Vh 

15.7 

30.8 

50.2 

69.9 

99.3 

139. 

185. 

240. 

434 

10.5 

32.2 

52.4 

73.0 

104. 

145. 

192. 

249. 

5 

17.2 

33.0 

54.5 

70.1 

108. 

150. 

199. 

258. 

5  'A 

18.1 

35.0 

50.7 

79.2 

112. 

150. 

206. 

266. 

51/2 

18.8 

30 . 4 

5S.9 

82.3 

110. 

161 . 

213. 

275. 

534 

19.0 

37.8 

61.1 

85.5 

120. 

166. 

220. 

284. 

0 

20.4 

39.2 

03.2 

88.0 

124. 

172. 

227. 

292. 

<■.14. 

21.9 

42.0 

67.6 

95.1 

133. 

184. 

241. 

310. 

7 

23.5 

44.7 

71.9 

101. 

142. 

195. 

255. 

327. 

71/2 

25.1 

47.5 

70.1 

108. 

150. 

206. 

269. 

345. 

8 

26.0 

50.3 

SO. 6 

114. 

159. 

277. 

284. 

302. 

81/a 

28.2 

53.1 

85.0 

120. 

107. 

227. 

298. 

379. 

1> 

29.8 

55.9 

89.3 

120. 

176. 

239. 

312. 

397. 

9y2 

31.3 

58.7 

93.7 

133. 

185. 

250. 

325. 

414. 

10 

32.8 

01.4 

98.0 

139. 

193. 

201. 

340. 

431. 

1 014 

34.5 

04.2 

103. 

145. 

202. 

272. 

354. 

449. 

1 1 

36.0 

07.0 

107. 

151. 

210. 

284. 

3()8. 

466. 

1  iy2 

37.0 

69.8 

Ill . 

158. 

218. 

295. 

382. 

484. 

13 

39.2 

72.5 

115. 

104. 

227. 

306. 

390. 

501. 

Heads  . . . . 

1.8 

5.8 

11.1 

13.6 

22.6 

39.0 

58.0 

83.5 

82  ST,  PAUL  FOUNDRY  CO 


TABLE  SHOWING  THE  APPROXIMATE  WEIGHT 
IN  POUNDS  OF  100  MACHINE  BOLTS 


L'ngth 

Vi" 

5/i(i" 

W 

w 

%" 

W' 

7/// 

1" 

iy8" 

Hi" 

L'ngth 

iy2 

3.7 

6. 

9. 

19.6 

34.3 

54.3 

li:. 

2 

4.2 

7. 

10.5 

22.2 

38.4 

60. 

90.8 

2 

3U, 

4.8 

8. 

12. 

24.8 

42.5 

65.7 

99.1 

148.2 

209. 

277. 

2y> 

3 

5.5 

9. 

13.5 

27.5 

4i3 . 7 

71.4 

107.4 

159. 

222.5 

293.5 

3 

a% 

6.1 

10. 

15. 

30.1 

50.8 

77.1 

115.7 

169.8 

236. 

310. 

3y2 

4 

6.8 

11. 

16.5 

32.8 

55. 

82.8 

124. 

180.6 

249.5 

326.5 

4 

4% 

7.4 

12. 

18. 

35.4 

59.1 

88.9 

132.3 

191.4 

263. 

343. 

4% 

8.1 

13. 

19.5 

38.1 

63.3 

95. 

140.6 

202.2 

276.5 

359.5 

5y2 

8.7 

14. 

21. 

40.7 

07.4 

101.1 

14S.9 

213. 

290. 

376. 

5  Vs 

6 

9.4 

15. 

22.5 

43.4 

71.6 

107.2 

157.2 

223.8 

303.5 

392.5 

O 

«i/2 

10.1 

16. 

24.1 

46. 

75.7 

113.3 

165 . 5 

234.6 

317. 

409. 

cya 

4 

10.8 

17. 

25.7 

48.7 

79.9 

119.4 

173.8 

245.4 

330.5 

425.5 

7 

7% 

11.5 

18. 

27.3 

51.3 

84. 

125.5 

182.1 

256.2 

344. 

442. 

71/2 

8 

12.2 

19. 

28.9 

54. 

88.2 

131.6 

190.4 

267. 

357.5 

458.5 

8 

1» 

32  1 

59.5 

96.5 

143.8 

207. 

288.6 

385 . 5 

493. 

O 

io 

35.3 

65. 

104.  S 

153. 

223.6 

310.2 

413.5 

527.5 

IO 

I  1 

3S.5 

70.5 

113.1 

168.2 

240.2 

331.8 

441.5 

562. 

11 

13 

41.7 

70. 

121.4 

180.4 

353.4 

469 . 5 

596 . 5 

12 

13 

81.5 

129.7 

192.6 

273.4 

375. 

497.5 

631. 

13 

14 

87. 

13S. 

204.8 

290. 

525.5 

665.5 

14 

15 

92.5 

146.3 

217. 

41S.2 

553.5 

700. 

15 

1C 

98. 

154.6 

?V>Q  9 

323.2 

439.8 

58 1 .5 

734.5 

1C 

17 

103.5 

162.9 

241.4 

339.8 

461.4 

609 . 5 

769.0 

17 

18 

109. 

171.2 

356.4 

483. 

637.5 

803.5 

18 

IO 

114.5 

179.5 

265.8 

373. 

065.5 

838. 

IO 

30 

120. 

187.8 

278. 

389.6 

526.2 

693.5 

20 

31 

290.4 

54S.2 

721.5 

907. 

21 

33 

302.8 

423.4 

570.2 

749.5 

941.5 

22 

33 

315.2 

440.3 

592.2 

23 

34 

327.6 

457  2 

614.2 

1010  5 

24 

35 

340 

474.1 

833.5 

1045. 

36 

352  4 

49i. 

65S  2 

1079  5 

2C 

37 

501.9 

680.2 

889.5 

1114. 

27 

38 

_ 1 _ 1 _ 

377  2 

524  8 

702  2 

917  5 

1148  5 

28 

30 

389.6 

541  7 

724  2 

945  5 

1183. 

20 

30 

402. 

55S .  0 

746.2 

973.5 

1217.5 

30 

Lengths  of  bolts  are  given  under  head  over  all. 


ST.  PAUL  FOUNDRY  CO.  83 


TURNBUCKLES. 

ALL  DIMENSIONS  IN  INCHES. 


O  £ 

+3  <D 

C  O 

DIMENSIONS 

GO 

b£j  3 

’So 

Diam¬ 

eter 

of 

DIMENSIONS 

Weight 

in 

5  ° 
u 

I, 

T 

A 

/? 

C 

t 

^  d 

Screw 

V 

1 

T 

Pounds 

54 

7  Is 

9 

Hf 

54 

9 

1  6 

3 

1  6 

54 

7  54 

1 

X 

7  54 

u 

Vs 

154 

54 

54 

54 

754 

1 

154 

Vs 

754 

if 

54 

1A 

13. 

1  6 

_5_ 

16 

54 

754 

154 

154 

X 

854 

lVs 

I 

\»° 

2 

1  A 

a 

54 

854 

154 

254 

; 4 

854 

1  A 

l 

254 

1 54 

54 

254 

Vs 

854 

1  54 

354 

i 

9 

IH 

IX 

2  A 

1 

A 

354 

1 

9 

Hi 

354 

1  Vs 

954 

1H 

IX 

2A 

1 A 

54 

4 

154 

954 

1J4 

354 

1M 

954 

IVs 

154 

254 

1 A 

54 

554 

154 

954 

2A 

454 

Ws 

1054 

2* 

IVs 

3  ri 

1  1.1 

54 

6 

154 

1054 

254 

6 

1H 

10 

254 

Ws 

3A 

154 

54 

7 

154 

1054 

2A 

754 

Ws 

10>g 

2* 

i  H 

314 

2 

54 

854 

154 

1054 

254 

854 

154 

1154 

254 

2 

354 

254 

54 

10 

154 

1154 

254 

954 

Ws 

UVs 

9  14 
^  1  6 

2 

3  Vs 

2A 

tt 

1154 

1J4 

1154 

3 

10 

2 

12 

3 

2M 

454 

254 

i* 

13 

2 

12 

3A 

15 

2  Vs 

1254 

3A 

2  54 

454 

2  54 

M 

15 

254 

1254 

354 

1654 

2  54 

1254 

354 

214 

454 

2H 

13. 

1  6 

18 

254 

1254 

9  _SL 

9  1  6 

22 

2  Vs 

13 

3A 

254 

474 

254 

13. 

I  6 

20 

254 

1254 

3  54 

27 

2  54 

13  V 

354 

3 

554 

3  A 

27 

3T 

24 

254 

1354 

4 

27 

Ws 

13V 

3H 

3 

5  A 

354 

15 

16 

28 

254 

1354 

454 

29 

2M 

1454 

454 

3  X 

554 

354 

15 

16 

30 

254 

1454 

454 

34 

2% 

14V 

4A 

314 

6A 

3  A 

1 A 

34 

254 

1454 

454 

35 

3 

15 

454 

314 

654 

354 

1  W2 

38 

3 

15 

4  54 

37 

Weights  given  are  for  turnbuckles  only. 


84 


ST.  PAUL  FOUNDRY  CO. 


“6 


BOLTS  AND  NUTS. 


BOLTS 


NUTS 


U.  S.  Standard  Screw  Threads 


Manufactures  Standard 


Diam. 

of 

Bolt 

Number 

of 

Threads 
per  Inch 

Diam. 

at 

Root  of 
Thread 

Area 

of 

Body  of 
Bolt 

Area 

at 

Root  of 
Thread 

HEXAGON 

SQUARE 

Short 

Diam. 

Long 

Diam. 

Side  of 
Square 

Diagonal 

Inches 

Inches 

Sq.  In. 

Sq.  In. 

Inches 

Inches 

Inches 

Inches 

k 

20 

.185 

.049 

.027 

k 

.58 

K 

.71 

5 

18 

.240 

.077 

.045 

Vs 

.72 

% 

.88 

Vs 

16 

.297 

.110 

.068 

k 

.87 

H 

1  .06 

T6 

14 

.344 

.150 

.093 

Vs 

1 

.01 

y% 

1.24 

V2 

13 

.400 

.196 

.126 

Vs 

1 

.01 

Vs 

1.24 

12 

.454 

.249 

.162 

1  k 

1 

.30 

i  's 

1.59 

% 

11 

.507 

.307 

.201 

1  4 

1 

.30 

1  8 

1.59 

k 

10 

.620 

.442 

.302 

1 Vs 

1 

.59 

IVs 

1.94 

Vs 

9 

.731 

.601 

.419 

Ws 

1 

88 

\% 

2.30 

1 

8 

.837 

.785 

.550 

l  k 

2 

.02 

1  H 

2.47 

1  >s 

7 

940 

.994 

.694 

•» 

2 

31 

O 

2.83 

I  k 

7 

1 

.06 

1 

.23 

.890 

2  M 

2 

60 

2M 

3.18 

1 Vs 

6 

1 

.16 

1 

.48 

1 

.06 

2  '4 

2 

89 

2  % 

3.89 

1  '2 

6 

1 

.28 

1 

77 

1 

29 

2  % 

3 

18 

3 

4.24 

Ws 

5  k 

1 

.39 

2 

07 

1 

51 

3 

3 

46 

3  k 

4.60 

l  k 

5 

1 

.49 

2 

40 

1 

74 

3 

75 

3}2 

4.95 

l  Vs 

5 

1 

.61 

2 

76 

2 

05 

"i'i 

4 

04 

3  k 

5.30 

O 

41 4 

1 

.71 

3 

14 

2 

30 

» 1  •» 

4 

04 

4 

5.66 

4  14 

1 

.96 

3 

98 

3 

02 

4 

33 

4  k 

6.01 

4 

2 

.17 

4 

91 

3 

71 

4M 

4 

91 

4M 

6.36 

2  k 

4 

2 

.42 

5 

94 

4 

60 

41 4 

5 

20 

4  k 

6.72 

3 

314 

2 

.63 

7 

07 

5 

43 

4M 

5 

48 

5 

7.07 

3  k 

3k 

2 

.88 

8 

30 

6 

51 

5 

5 

77 

5  k 

7.78 

3k 

3 

.10 

9 

62 

7 

00 

5  \i 

6 

06 

5  k 

8.13 

»k 

3 

3 

.32 

11 

04 

8 

64 

53£ 

6 

64 

O  k 

8.84 

4 

3 

3 

.57 

12 

57 

10 

00 

‘4 

7 

22 

«k 

9.55 

4  >4 

2J4 

3 

.80 

14 

19 

11 

33 

r»y2 

7 

50 

7 

9.90 

4  34 

2k 

4 

.03 

15 

90 

12 

74 

7 

8 

08 

7  k 

10.61 

4  4 

2% 

4 

.25 

17 

72 

14 

23 

7  M 

8 

37 

7  k 

10.96 

5 

214 

4 

.48 

19 

63 

15 

76 

7  44 

8 

95 

8  k 

11.66 

5  H 

2% 

4 

.95 

23 

76 

19 

17 

S  14 

9 

81 

O 

12.72 

a 

2k 

5 

.42 

28 

27 

23 

10 

ok 

10 

67 

Ok 

13.79 

ST.  PAUL  FOUNDRY  CO. 


85 


ROUND  CAST  WASHERS 


WROUGHT  IRON  WASHERS 


Size  of 

A 

B 

C 

D 

Weight 

Inches 

Inches 

Inches 

Inches 

Inches 

Per  100 

Vs 

Vs 

2 

1 H 

% 

21 

% 

M 

2XA 

1 A 

A 

43 

% 

Vs 

3 

2 

VH 

70 

Vs 

1 

3Vj 

2VC 

V 

113 

1 

1  Vs 

4 

2V8 

Vs 

175 

1  Vs 

1J  i 

4  A 

2% 

1 

250 

1V4 

1V8 

5 

m 

1 A 

332 

1% 

m 

5A 

3  H 

1M 

455 

IV2 

IV 

6 

3-M 

1-M 

610 

1% 

IV 

6H 

4 

1* 

737 

1% 

2 

714 

4M 

U4 

865 

IVs 

2  Vs 

IVi 

4H 

1  ns 

990 

A 

214 

IV2 

4T 

1VS 

1115 

'A  Vi 

2'A 

TV 

5 

1H 

1350 

Pize  of 
Bolt 
Inches 

Diameter 

Inches 

Size  of 
Hole 
Inches 

Thickness 

Inches 

Number  in 
100  lbs. 

M 

H 

5 

16 

.065 

13900 

.*> 

16 

Vs 

% 

.065 

11250 

% 

1 

16 

.083 

6800 

A 

l36 

9 

16 

.109 

2600 

'J'S 

m 

U 

.134 

1300 

?4 

2 

1  3 

16 

.134 

1010 

2M 

1  5 

16 

.148 

860 

1 

234 

1* 

.148 

625 

1 A 

2M 

l  H 

.148 

520 

1M 

3 

1% 

.148 

400 

1H 

m 

.165 

300 

1H 

‘AA 

m 

.165 

280 

3M 

m 

.165 

240 

4 

Ws 

.165 

215 

I  VS 

4  '4 

2 

.105 

190 

* 

434 

2  vs 

.165 

175 

86 


ST.  PAUL  FOUNDRY  CO. 


UPSET  SCREW  ENDS  FOR  ROUND  BARS 


Diameter 

of 

Bar 

Area 

of  Body  of 
Bar 

Diameter 

of 

Screw 

Length 

of 

Upset 

Area 

at  Root  of 
Thread 

N  umber 
of 

Threads 
per  Inch 

Weight 
per  Foot 
of 

Bar 

Add 

for 

Upset 

Inches 

Sq.  In. 

Inches 

Inches 

Sq.  In. 

Pounds 

Inches 

Xt 

.196 

H 

4M 

.302 

10 

.668 

6  J4 

X 

.307 

X 

414 

.420 

9 

1.043 

5X 

M 

.442 

1 

4  X 

.550 

8 

1.502 

4  !4 

v% 

.601 

1M 

4-H 

.893 

7 

2.044 

6M 

i 

.785 

IX 

5 

1.057 

6 

2.670 

5M 

IX 

.994 

IX 

5 

1.295 

6 

3.379 

4H 

1  54 

1.227 

IX 

5  M 

1 .515 

5J4 

4.173 

4X 

IX 

1.485 

1H 

5  h 

1.744 

5 

5.049 

4 

l  X 

1.767 

2 

5X 

2.302 

4J4 

6.008 

5M 

IX 

2.074 

2X 

5X 

2.650 

4H 

7.051 

5 

l  X 

2.405 

2M 

5?4 

3.023 

4K 

8.178 

4  H 

IX 

2.761 

2X 

6 

3.419 

414 

9.388 

4X 

o 

3.142 

2X 

6 

3.715 

4 

10.68 

4M 

ZX 

3.547 

2X 

6M 

4.155 

4 

12.06 

4 

2M 

3.976 

2X 

6X 

5.108 

4 

13.52 

5M 

'IX 

4.430 

3 

6X 

5.428 

3X 

15.07 

4  % 

2J4 

4.909 

3X 

6X 

5.957 

3X 

16.69 

4X 

5.412 

3X 

6X 

6.510 

3X 

18.40 

4X 

*>  3£ 

5.940 

3X 

7 

7.087 

3X 

20.20 

4 14 

'AX 

6.492 

3X 

7  X 

8.171 

3M 

22.07 

5M 

A 

7.069 

3  H 

7M 

8.641 

3 

24.03 

5 

3  X 

7.670 

CO 

7H 

9.305 

3 

26.  OS 

5M 

3  H 

8.296 

4 

7X 

9.993 

3 

28.20 

4M 

'AX 

8.946 

4  X 

7H 

10.706 

3 

30.42 

m 

'AX. 

9.621 

4X 

8 

11.329 

2X 

32.71 

4X 

ST.  PAUL  FOUNDRY  CO.  87 


UPSET  SCREW  ENDS  FOR  SQUARE  BARS 


Diameter 
of  Side  of 
Square  Bar 

Area 

of  Body  of 
Bar 

Diameter 

of 

Screw 

Length 

of 

Upset 

Area 

at  Root  of 
Thread 

Number 

of 

Threads 
per  Inch 

Weight 
per  Foot 
of  Bar 

Add 

for 

Upset 

Inches 

Sq.  Inches 

Inches 

Inches 

Sq.  Inches 

Pounds 

Inches 

lA 

.25 

34 

434 

.302 

10 

.850 

4 

% 

.391 

1 

434 

.550 

8 

1.328 

5  34 

34 

.563 

1  34 

434 

.694 

7 

1 .913 

434 

Vs 

.766 

134 

5 

1.057 

6 

2.603 

534 

1 

1.000 

1H 

5 

1.295 

6 

3.400 

4  34 

»  34 

1 .266 

154 

534 

1.515 

534 

4.303 

434 

I  34 

1.563 

534 

2.048 

5 

5.312 

534 

1% 

1.891 

2 

5  34 

2.302 

434 

6.428 

434 

l  34 

2.250 

2  34 

534 

2.650 

434 

7.650 

434 

154 

2.641 

234 

6 

3.419 

434 

8.978 

5 

l  34 

3.063 

234 

6 

3.715 

4 

10.410 

434 

IVs 

3.516 

2% 

6  34 

4.155 

4 

11.950 

434 

•» 

4.000 

2  V8 

634 

5.108 

4 

13.60 

5 

2}  8 

4.516 

3 

6  34 

5.428 

334 

15.35 

434 

2  34 

5.063 

3Vs 

m 

5.957 

334 

17.22 

434 

'■!% 

5.641 

334 

7 

7.087 

334 

19.18 

534 

2H 

6.250 

3A 

7 

7.548 

334 

21.25 

4  34 

254 

6.891 

3% 

734 

8.171 

334 

23.43 

4  34 

2% 

7.563 

3  Vs 

734 

9.305 

3 

25.71 

534 

2M 

8.266 

4 

734 

9.993 

3 

28.10 

434 

3 

9.000 

434 

7  34 

10.706 

3 

30.60 

434 

3  34 

9.766 

434 

8 

12.087 

234 

33.20 

534 

3  hi 

10.563 

4  A 

8 

12.743 

234 

35.92 

5 

334 

11.391 

454 

834 

13.544 

2  34 

38.73 

5 

3  34 

12.250 

454 

834 

15.068 

2% 

41.65 

534 

ST.  PAUL  FOUNDRY  CO. 


88 


WEIGHTS  and  AREAS  OF  SQUARE  and  ROUND  BARS 

ONE  CUBIC  FOOT  OF  STEEL  WEIGHING  489.6  LBS. 


Weight 

Weight 

Weight 

Weight 

Diameter 

of  » 

of  O 

Area 

Area 

Diameter 

of* 

oi  & 

Area 

Area 

of  •  or 

Bar 

Bar 

of  H 

of  • 

of  •  or 

Bar 

Bar 

of  B 

of  • 

Side  of  B 

per  Lin. 

per  Lin. 

Bar 

Bar 

Side  of  B 

per  Lin. 

per  Lin. 

Bar 

Bar 

Foot 

Foot 

Foot 

Foot 

Inches 

Pounds  Pounds 

Sq.  Ins. 

Sq.  Ins. 

Inches 

Pounds 

Pounds 

Sq.  Ins. 

Sq.  Ins. 

O 

«> 

13.60 

10.68 

4.0000 

3.1416 

1 

.013 

.010 

.0039 

.0031 

T6 

14.46 

11.36 

4.2539 

3.3410 

3  8 

.053 

.042 

.0156 

.0123 

Vs 

15.35 

12.06 

4.5156 

3.5466 

3 

16 

.119 

.094 

.0352 

.0276 

IT 

16.27 

12.78 

4.7852 

3.7583 

M 

.212 

.167 

.0625 

.0491 

H 

17.22 

13.52 

5.0625 

3.9761 

5 

.333 

.261 

.0977 

.0767 

IT 

18.19 

14.28 

5.3477 

4.2000 

Vs 

.478 

.375 

.1406 

.1104 

Vs 

19.18 

15.07 

5.6406 

4.4301 

7 

16 

.651 

.511 

.1914 

.1503 

7 

16 

20.20 

15.86 

5.9414 

4.6664 

Vi 

.850 

.667 

.2500 

.1963 

Vi 

21.25 

16.69 

6.2500 

4.9087 

9 

1 ,070 

.845 

.3164 

.2485 

9 

22.33 

17.53 

6.5664 

5.1572 

Vs 

1.328 

1.043 

.3906 

.3068 

Vs 

23.43 

18.40 

6.8906 

5.4119 

JLL 

1 .1308 

1.262 

.4727 

.3712 

"It 

24.56 

19.29 

7.2227 

5.6727 

H 

1.913 

1.502 

.5625 

.4418 

H 

25.71 

20.20 

7.5625 

7.9102 

5.9396 

1_3 

2.245 

1.763 

.6602 

.5185 

1  3 

26.90 

21.12 

6.2126 

Vs 

2.(303 

2.044 

.7656 

.6013 

/s 

28.10 

22.07 

8.2656 

6.4918 

1  5 

16 

2.989 

2.347 

.8789 

.6903 

15 

16 

29.34 

23.04 

8.6289 

6.7771 

1 

3.400 

2.670 

1 .0000 

.7854 

:t 

30.60 

24.03 

9. 00O0 

7.0686 

1 

3.838 

3.014 

1 .12S9 

.8866 

1 

31.89 

25.04 

9 . 3789 

7.3662 

is 

4.303 

3.379 

1 .2656 

.9940 

Vs 

33.20 

26.08 

9 .7656 

7.6699 

3 

16 

4.795 

3.766 

1.4102 

1.1075 

3 

16 

34.55 

27.13 

10.160 

7.9798 

H 

5.312 

4.173 

1 .5625 

1 .2272 

M 

35.92 

28.20 

10.563 

8.2958 

iT 

5.857 

4.600 

1 .7227 

1.3530 

A 

37.31 

29.30 

10.973 

8.6179 

3A 

6.42S 

5.049 

1 .8906 

1.4849 

Vs 

38.73 

30.42 

11.391 

8.9462 

7 

16 

7.026 

5.518 

2.0664 

1 . 6230 

7 

16 

40. IS 

31.56 

11.816 

9.2806 

Vi 

7.650 

6.008 

2.2500 

1.7671 

Vi 

41.65 

32.71 

12.250 

9.6211 

9 

1  6 

8.301 

6.520 

2.4414 

1.9175 

9 

43.14 

33.90 

12.691 

9.967S 

54 

8.978 

7.051 

2.6406 

2.0739 

Vs 

44.68 

35.09 

13.141 

10.321 

IT 

9.682 

7.604 

2.8477 

2.2365 

tt 

46.24 

36.31 

13.598 

10.680 

H 

10.41 

8.178 

3.0625 

2.4053 

H 

47.82 

37 . 56 

14.063 

11.045 

1  6 

11.17 

8.773 

3.2852 

2.5802 

y  a 

49.42 

38.81 

14.535 

11.416 

V 

1!  .95 

9.388 

3.5156 

2.7612 

Vs 

51.05 

40.10 

15.016 

1 1 . 793 

15 

16 

12.76 

10.02 

3.7539 

2.9483 

1  n 

1  6 

52.71 

41.40 

15.504 

12.177 

L 


ST.  PAUL  FOUNDRY  CO.  89 


WEIGHTS  AND  AREAS  OF  SQUARE  AND 

ROUND  BARS 


ONE  CUBIC  FOOT  OF  STEEL  WEIGHING  489.6  POUNDS 


Weight 

Weight 

Weight 

Weight 

Diameter 

of  | 

1 

of 

Area  of 

Area  ot 

Diam  iter 

of  B 

of  9 

Area  of 

Area  of 

of  #  or 
Side  of  B 

liar 

per  Lin. 

Bar 

per  Lin. 

■  Bar 

^  Bar 

ot  9  or 
Side  of  £8 

Bar 
per  Lin. 

Bar 

per  Lin. 

B  Bar 

9  Bar 

Foot 

Foot 

Foot 

Fool 

Inches 

Pounds 

Pounds 

Sq. 

fns. 

Sq. 

[ns. 

Inches 

Pounds 

Pounds 

Sq- 

Ins. 

Sq. 

Ins. 

4 

54 

.40 

42 

73 

16 

000 

12 

566 

0 

122.4 

96.14 

36 

000 

2S 

.274 

1 

56 

11 

44 

07 

16 

504 

16 

962 

1 

125.0 

98.14 

36 

754 

28 

.866 

X 

57 

85 

45 

44 

17 

016 

13 

364 

X 

127.6 

100 

2 

37 

516 

29 

.465 

3 

10 

59 

62 

46 

83 

17 

535 

13 

772 

3 

16 

130.2 

102 

2 

38 

2S5 

30 

.069 

X 

61 

41 

48 

24 

18 

063 

14 

186 

X 

132.8 

104 

3 

39 

063 

30 

.680 

s 

63 

23 

49 

66 

18 

598 

14 

607 

5 

135.5 

106 

4 

39 

848 

31 

.296 

x 

65 

08 

51 

11 

19 

141 

15 

033 1 

X 

138.2 

108 

5 

40 

641 

31 

919 

7 

10 

66 

95 

52 

58 

19 

691 

15 

466 

7 

16 

140.9 

110 

7 

41 

441 

32 

.548 

X 

68 

85 

54 

07 

20 

250 

15 

904 

X 

143.6 

112 

S 

42 

250 

33 

183 

9 

70 

78 

55 

59 

20 

816 

16 

349 

9 

146.5 

114 

9 

43 

066 

33 

.824 

% 

72 

73 

57 

12 

21 

391 

16 

SOO 

X 

149.2 

117 

2 

43 

891 

34 

472 

H 

74 

70 

58 

67 

21 

973 

17 

257 

IX 

16 

152.1 

119 

4 

44 

723 

35 

125 

.  X 

76 

71 

60 

25 

22 

563 

17 

721 

•  X 

154.9 

121 

7 

45 

563 

35 

785 

13 

78 

74 

61 

84 

23 

160 

18 

190 

13 

157.8 

123 

9 

46 

410 

36 

450 

X 

80 

81 

63 

46 

23 

766 

18 

665 

Vs 

160.8 

126 

_9 

47 

2(56 

37 

122 

1  5 

16 

82 

89 

65 

10 

24 

379 

19 

147 

15 

16 

163.6 

128 

5 

48 

129 

37 

SOO 

r» 

85 

00 

66 

76 

25 

000 

19 

635 

1 

166.6 

130 

9 

49 

000 

38 

485 

JL_ 

87 

14 

68 

44 

25 

629 

20 

129 

1 

169.6 

133 

2 

49 

879 

39 

175 

/  s 

89 

30 

70 

14 

26 

266 

20 

629 

X 

172.6 

135 

6 

50 

76ji 

39 

871 

3 

16 

91 

49 

71 

86 

26 

.910 

21 

135 

3 

16 

175.6 

137 

9 

51 

660 

40 

574 

X 

93 

72 

73 

60 

27 

563 

21 

648 

X 

178.7 

140 

4 

52 

563 

41 

282 

5 

95 

96 

75 

37 

28 

223 

22 

166 

5 

181 .8 

142 

8 

53 

473 

41 

997 

H  . 

98 

23 

77 

15 

28 

891 

22 

691 

X 

184.9 

145 

3 

54 

391 

42 

718 

JL. 

16 

100 

5 

78 

95 

29 

566 

23 

221 

JL. 

16 

188.1 

147 

7 

55 

316 

43 

445 

1-2 

102 

8 

80 

77 

30 

250 

23 

758 

V2 

191.3 

150 

2 

56 

250 

44 

179 

9 

105 

2 

82 

62 

30 

941 

24 

301 

JL 

194.4 

152 

7 

57 

191 

44 

918 

9* 

107 

6 

84 

49 

31 

641 

24 

850 

X 

197.7 

155 

9 

58 

141 

45 

()(i4 

JJ. 

1  6 

110 

0 

86 

38 

32 

348 

25 

406 

U 

200.9 

157 

8 

59 

098 

46 

415 

M 

112 

4 

88 

29 

33 

063 

25 

967 

X 

204.2 

160 

3 

60 

063 

47 

173 

1  3 

1  8 

% 

114 

9 

90 

22 

33 

785 

26 

535 

1  3 

207.6 

163 

0 

61 

035 

47 

937 

117 

4 

92 

17 

34 

516 

27 

109 

V  / 

>K 

210.8 

165 

6 

62 

016 

48 

707 

JU» 

16 

119 

9 

94 

14 

35 

254 

27 

688 

•  5 

1  6 

214.2 

168 

2 

63 

004 

49 

483 

90  ST,  PAUL  FOUNDRY  CO 


DECIMAL  EQUIVALENTS  FOR  VULGAR  FRACTIONS 


The  figures  in  central  columns  give  the  decimal  parts  in  inches  of  the  fraction  at  (he  left  in  column  marked 
inches,  and  decimal  parts  of  one  foot  for  inches  and  fractions  of  inches  shown  in  column  to  the  right,  marked 
f°°l-  Example, 34  inches=.1250  inches  134  inches— .  1250  feet. 


Inches:  Decimal 

Foot 

Inches 

Decimal 

Foot 

Inches 

Decimal 

Foot 

Inches 

Decimal 

Foot 

%4 

.0052 

.0104 

.015025 

A 

34 

3 

1  *> 

J%4 

.2552 

.2004 

.265025 

3' A 
33's 

3  A 

S%4 

.5052 

.5104 

.515025 

GA 

634 

6  A 

4%4 

•7552 

.7004 

.705025 

9  A 
934 

9  A 

.0208 

.0200 

1/32  .03125 

34 

6 

10 

Vs 

%2 

.2708 

.2700 

.28125 

334 

3A 

3:1  s 

1%2 

.5208 

.5200 

.53125 

034 

6A 

034 

2%2 

.7708 

.7700 

.7S125 

934 

9  A 

934 

%4 

.0304 

.0417 

.040875 

IS 

y2 

!%4 

.  2805 
.2917 
.290875 

3ft 

3  34 

3  A 

S%4 

.5304 

.5417 

.510875 

6  A 
034 

6  A 

B%  4 

.7805 

.7917 

.790S75 

9  A 
934 

9  A 

1/1,1 

.0521 

.0573 

.0025 

Vs 

1 1 
in 

k 

B/A 

.3021 

.3073 

.3125 

334 

318 

3M 

eAo 

.5521 
.  5573 
.5625 

65  8 

Oil 

634 

13/l8 

.8021 

.8073 

.8125 

9  34 

911 

9M 

%4 

.0077 

.0729 

.078125 

1 3 

1  •. 

7.s 

1  5 

1(5 

21/r,4 

3177 

.3229 

.32S125 

318 

3)4 

318 

S'U 

.5077 

.5729 

.578125 

018 

0,^8 

Oil 

b%4 

.8177 

.8229 

.828125 

911 

934 

01  = 
,;16 

%2 

.0S33 

.0S85 

.09375 

1 

1A 

1*  .3 

14/<!2 

.3333 

.3385 

.34375 

4 

4A 

43  '8 

10/32 

.5833 

.5885 

.59375 

7 

7  A 
735 

27/s2 

.8333 

.8385 

.84375 

10 

10  A 
1014 

%4 

.0990 
.1042 
. 109375 

1A 

134 

1A 

2%  4 

.3490 

.3542 

.359375 

4  A 
434 

4  A 

S%4 

.5990 

.0042 

.009375 

7  A 

734 

7  ft 

B%4 

.8490 

.8542 

.859375 

10  A 
1034 

10  A 

Vh 

.1140 

.1198 

.1250 

l/s 

1A 

1)4 

% 

.3,140 

.3098 

.3750 

4:!s 

4l78 

44 

% 

.0140 

.0198 

.0250 

734 

7  A 
734 

.8646 

.8698 

8750 

1034 
10  A 
10‘4 

%4 

.  1302 
.1354 
..140025 

1A 

1  % 
11,1 

2%4 

.3802 

.3854 

.390025 

4A 

4)4 

411 

4V,U 

.0302 

.0354 

.040625 

7  A 
7-34 
718 

B  74:4 

.8802 

.8854 

.890625 

10  A 

10 's 

ion 

%2 

.  1458 
.1510 
,  15025 

I'M 

118 

1% 

ls/82 

.3958 

.4010 

.40025 

4  % 

^1  6 

4 '  $ 

2%2 

.6458 
.0510 
. 05025 

TH 

718 

734 

2%s 

.8958 

.9010 

.90025 

lllp 

1011 

1074 

.1615 
.  1007 
.171875 

113 

2 

2  A 

2%4 

.4114 

.4107 

.421875 

4{§ 

5 

5  A 

4%-t 

.0015 

.6607 

.071875 

71s 

8 

8  A 

B%4 

.9115 

.9107 

.921875 

1011 

11 

ll%e 

8/in 

.1771 
.  1823 
.1875 

23  s 
2A 
2>4 

Tio 

.4271 

.4323 

.4375 

5)4 

5  A 
534 

1M« 

.0771 

.6S23 

.6875 

834 

8  A 

1B/in 

.9271 

.9323 

.9375 

11  h 

11 A 
1134 

1^04 

.1927 

.1979 

.203125 

2A 

28  s 

2  A 

2%4 

.4427 

.4479 

.453125 

5  A 
534 

5  A 

4%4 

.0927 

.0979 

.703125 

8  A 

8:is 

8  A 

ay84 

.9427 

.9479 

.953125 

11A 

1 134 

11 A 

%2 

.2083 
.2135 
. 21S75 

234 

2  A 

1%2 

.4583 
.4035 
. 40875 

534 

5  A 

5"  8 

2%2 

.7083 

.7135 

.71875 

.7240 

.7292 

.734375 

834 

8A 

8 1 1 

3U42 

.9583 
.9035 
. 90875 

1134 
11 A 

11k 

1%4 

.2240 
2292 
! 234375 

254 

2% 

218 

8Ml4 

.4740 

.4792 

.484375 

51S 

m 

K1  3 

0 1 « 

4%4 

811 

8'M 

818 

«%4 

.9740 

.9792 

.984375 

mi 

1134 

1113 

i-f' 

.2395 

.2448 

.25000 

2Js 

91  5 
-1(5 

3 

% 

.4890 

.4948 

.5000 

5% 

°10 

G 

% 

.7390 

.7448 

.7500 

8ys 

015 

°1S 

9 

1 

.9890 

.9948 

1.OG00 

1134 

1115 

1  1  IS 

12 

ST.  PAUL  FOUNDRY  CO. 

91 

WEIGHT  OF  BUILDING  MATERIAL,  ETC. 

■ 

KIND  OF  MATERIAL 

Weight 

per 

Cubic  Foot 
lbs. 

Asphalt,  pavement  composition . 

100 

Brick,  best  pressed . 

135-150 

“  common  hard . 

110-125 

“  fire . 

140-150 

“  paving . 

150 

Brickwork,  pressed  brick . 

120-140 

“  common  hard  brick . 

110-120 

Cement,  American,  Portland,  loose . 

85 

Coal,  anthracite,  broken,  loose . 

56 

“  bituminous,  broken,  loose . 

54 

Concrete,  cinder . 

72 

“  broken  stone . 

120-140 

160 

Gravel . 

120 

Iron,  Cast . 

450 

“  Wrought . 

480 

Masonry,  granite  or  marble  ashlar . 

160 

“  limestone  ashlar . 

150 

“  sandstone  ashlar . 

140 

M  ortar . 

100 

Piaster  Ceilings,  10  to  15  lbs.  per  square  foot . 

Plaster  of  Paris . 

140 

100 

“  “  “  “  wet . 

120 

Snow,  freshly  fallen . 

10 

“  saturated  with  moisture . 

20-50 

490 

Stone:  Bluestone . 

160 

“  Granite . 

170 

“  limestone . 

160 

“  Marble . 

165 

“  Sandstone . 

145 

“  Slate . 

175 

Terra  Cotta . 

110 

“  “  Masonry . 

100 

Timber:  Douglas  Fir . 

30 

“  Hemlock . 

26 

“  Southern  Yellow  Pine . 

45-48 

“  Spruce . 

25-28 

“  White  Oak . 

48-52 

“  White  Pine . 

25-28 

92 


ST.  PAUL  FOUNDRY  CO. 


ALLOWABLE  UNIT  STRESSES  AND  LOADS 

In  Accordance  with  the  Building  Laws  of  Various  Cities 


COMPRESSION  DIRECT 


Rolled  steel . 

Cast  steel . 

Wrought  iron . 

Cast  iron  (.in  short  blocks) . 

Steel  pins  and  rivets  ( bearing) . 

Wrought  iron  pins  and  rivets  (bearing). .  . . 

Oak . . with  grain 

Oak . across 

Yellow  pine,  Washington  or  Oregon  fir.  with 
Yellow  pine,  Washington  or  Oregon  fir .  across 

White  pine . with 

White  pine . across 

Spruce . with 

Spruce . across 

Locust.  .  ! . with 

Locust . across 

Hemlock . with 

Hemlock . across 

Chestnut . with 

Chestnut . across 

Concrete  (Portland)  cement,  1;  sand,  2;  stone,  4.  . 
Concrete  (Portland)  cement,  1;  sand,  2;  stone,  5.  . 
Concrete  (Rosendale  or  equal)  cement,  1;  sand,  2; 

stone.  4 . 

Concrete  (Rosendale  or  equal)  cement,  1 ;  sand,  2; 

stone.  5 . 

Rubble  stonework  in  Portland  cement  mortar . 

Rubble  stonework  in  Rosendale  cement  mortar. .  . 

Rubble  stonework  in  lime  and  cement  mortar . 

Rubble  stonework  in  lime  mortar . 

Brickwork  in  Portland  cement  mortar,  cement,  1; 

sand.  3 . 

Brickwork  in  Rosendale  or  equal,  cement  mortar, 

cement,  1 ;  sand.  3 . 

Brickwork  in  lime  and  cement  mortar,  cement,  1; 

lime,  1;  sand,  3 . 

Brickwork  in  lime  mortar,  lime,  1 ;  sand,  4 . 

Granites  (according  to  test) . 

Limestones  (according  to  test) . 

Marbles  (according  to  test) . 


Revised  to  1906 


TENSION  DIRECT. 


Rolled  steel . 

Cast  steel . 

Wrought  iron . 

Cast  iron . 

Yellow  pine,  Washington  and  Oregon  fir  . 

White  pine . 

Spruce . 

Oak . 

Hemlock . 


St.  Paul 

New  York  |' 

Chicago| 

Phila¬ 

delphia 

Boston 

Pounds  per  Square  Inch 

KiOOO 

16000 

16250 

10000 

16000 

8000 

12000 

12000 

12500 

1O000 

16000 

17500 

1X000 

20000 

20000 

18000 

1 5000 

15000 

15000 

15000 

1000 

900 

700 

800 

250 

1100 

1000 

000 

600 

91% 

250 

900 

800 

300 

400 

150 

800 

SOO 

500 

400 

400 

50 

150 

1200 

1200 

1000 

1000 

800 

500 

350 

300 

500 

41% 

500 

500 

1000 

1000 

2C0 

230 

55 

208 

203 

20S 

208 

125 

125 

208 

111 

111 

55 

208 

140 

140 

139 

111 

111 

139 

97 

97 

111 

70 

70 

69)4 

20S 

250 

250 

208 

208 

20S 

100 

160 

167 

lil 

111 

111 

1000  to  2000 

1000  to  2000 

700  "  2300 

700  “  2300 

000  “  1200 

600  “  1200 

10000 

10000 

16000 

16000 

15000 

16250 

15000 

12000 

3000 

12000 

3000 

12000 

12500 

12000 

1200 

1200 

1800 

800 

800 

800 

800 

1250 

1000 

1000 

000 

600 

1000 

ST.  PAUL  FOUNDRY  CO.  93 


ALLOWABLE  UNIT  STRESSES  AND  LOADS 

In  Accordance  with  the  Building  Laws  of  Various  Cities 


SHEAR 

St.  Paul 

Revised  to 

Sk  l™°w> 

Pounds  Per  Squt 

90b 

Phila¬ 

delphia 

ire  Inch 

Boston 

Steel  plates .  ... 

9000 

9000 

10000 

10000 

Steel  shop  rivets  and  pins . 

10000 

10000 

10000 

10000 

10000 

Steel  field  rivets . 

SOOO 

8000 

10000 

10000 

10000 

7000 

7000 

10000 

10000 

Yellow  pine . with  fiber 

70 

70 

100 

06% 

100 

500 

500 

250 

750 

White  pine . with  “ 

50 

40 

SO 

SO 

White  pine . across  “ 

250 

250 

150 

Spruce . with  “ 

50 

50 

80 

50 

80 

320 

320 

150 

500 

Oak . with  “ 

100 

100 

150 

150 

Oak . across  “ 

000 

000 

250 

Locust  . with  “ 

100 

100 

720 

720 

40 

40 

41% 

275 

275 

410% 

Chestnut . across  “ 

150 

150 

SAFE  EXTREME  FIBER  STRESS,  BENDING 

Rolled  steel  beams' . 

10000 

10000 

10000 

KiOOO 

Rolled  steel  pins,  rivets  and  bolts . 

20000 

20000 

22500 

22500 

Riveted  steel  beams  (net  flange  section) . 

1-tOOO 

14000 

15000 

10000 

KiOOO 

8000 

Cast  iron,  tension  side . 

3000 

3000 

2500 

.  .  3750 

2500 

Yellow  pine,  Washington  or  Oregon  fir . 

1500 

1200 

1250 

1000 

1250 

1000 

SOO 

750 

750 

Spruce . 

1000 

SOO 

750 

1100 

750 

Oak . 

1000 

1000 

1000 

1000 

1200 

1200 

000 

(100 

900 

SOO 

SOO 

Granite . 

ISO 

ISO 

150 

150 

400 

400 

120 

120 

Sandstone . 

100 

100 

30 

30 

20 

20 

16 

10 

10 

10 

50 

50 

Brick  (in  cement) . 

30 

30 

91  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS 

UNIFORMLY  DISTRIBUTED  FOR  RECTANGULAR  WOODEN 
BEAMS  OF  WHITE  PINE 

Allowable  fiber  stress  800  pounds  per  square  inch.  Factor  of  safety,  5.  Loads  given  include  weight  of 
beams. 

For  Southern  or  Long  Leaf  Yellow  Pine  multiply  tabular  load  by  114. 

For  Washington  Fir  multiply  tabular  load  by  lli. 

For  Northern  or  Short  Leaf  Yellow  Pine  multiply  tabular  load  by  1J4. 


Span  in 
Feet 

0 

8 

IO 

12 

14 

16 

18 

20 

23 

24 

Size  ot 
Beam 

I 

2x4 

f  474 

355 

1  285 

1  223 

J  203 

177 

158 

J  142 

1 

2x0 

1070 

800 

640 

535 

455 

400 

355 

320 

290 

265 

2  x  H 

1900 

1430 

1140 

950 

815 

715 

630 

570 

520 

475 

2  x  lO 

2900 

2220 

1775 

1480 

1270 

1110 

9S5 

885 

SOO 

740 

2x12 

42S0 

3200 

2560 

2140 

1820 

1600 

1420 

1280 

1160 

1060 

2x14 

5800 

4350 

34S0 

2900 

2490 

2180 

1940 

1740 

1580 

1450 

3  x  lO 

4440 

3340 

2660 

2220 

1890 

1660 

14S0 

1330 

1210 

1110 

3x12 

0400 

4800 

3S40 

3200 

2750 

2400 

2130 

1920 

1745 

1600 

3  x  14 

8700 

6530 

5220 

4350 

3730 

3270 

2910 

2610 

2370 

2170 

3  x  lO 

11380 

8530 

6820 

5700 

4870 

4270 

3790 

3410 

3100 

2850 

4  x  lO 

5925 

4440 

3550 

2960 

2540 

2220 

1970 

1770 

1600 

1480 

4  x  12 

8500 

6400 

5120 

4280 

3640 

3200 

2840 

2560 

2320 

2120 

4x14 

11000 

8700 

6960 

5800 

4980 

4360 

3880 

34S0 

3160 

2900 

4x10 

15170 

11380 

9100 

7600 

6500 

5700 

5050 

4550 

4130 

3800 

O  x  1 0 

8880 

6680 

5320 

4440 

3800 

3320 

2960 

2660 

2420 

2220 

O  x  12 

12800 

9600 

7680 

6400 

5480 

4800 

4260 

3840 

3490 

3200 

0x14 

17420 

13070 

10440 

8700 

7470 

6540 

5820 

5220 

4740 

4350 

Ox  lO 

22760 

17060 

13640 

11400 

9750 

8550 

7580 

6820 

6200 

5700 

Ox  IS 

28800 

21600 

172S0 

14400 

12350 

10800 

9600 

8640 

7850 

7200 

8x10 

11900 

8900 

7100 

5900 

5100 

4400 

3900 

3500 

3200 

3000 

8  x  12 

17100 

12800 

10200 

8600 

7300 

6400 

5700 

5100 

4600 

4200 

8  x  14 

23200 

17400 

13900 

11600 

10000 

8700 

7800 

7000 

6300 

5800 

8  x  Hi 

30300 

22800 

18200 

15200 

13000 

11400 

10100 

9100 

8300 

7600 

8  x  18 

3S400 

28800 

23000 

19200 

16500 

14400 

12800 

11500 

10500 

9600 

lO  x  lO 

14800 

11100 

8900 

7400 

6400 

5600 

4900 

4400 

4roo 

3700 

lO  x  12 

21400 

16000 

12800 

10700 

9100 

8000 

7100 

6400 

5800 

5300 

IO  x  14 

29000 

21800 

17400 

14500 

12500 

10900 

9700 

8700 

7900 

7300 

lO  x  IO 

37900 

28500 

22800 

19000 

16300 

14300 

12600 

11400 

10300 

9500 

IO  x  18 

48000 

3600C 

28SOO 

24000 

20000 

18000 

16000 

14400 

13100 

12000 

12  x  12 

25600 

19200 

15400 

12S00 

11000 

9600 

8500 

7700 

7000 

6400 

12x14 

34800 

26100 

20900 

17400 

14900 

13100 

11600 

10500 

9500 

8700 

1 2  x  1  O 

45500 

34100 

27300 

22S00 

19500 

17100 

15200 

13600 

12400 

11400 

1 2  x  18 

57600 

43200 

34600 

28800 

24700 

21600 

19200 

17300 

15700 

14400 

1 2  x  20 

71100 

53300 

42700 

35600 

30500 

26700 

23700 

21400 

19400 

17800 

1 4  x  14 

40700 

30500 

21400 

20300 

17400 

15300 

13600 

12200 

11100 

10200 

1 4  x  Hi 

53100 

39800 

31800 

26600 

22800 

20000 

17700 

15900 

14500 

13300 

14x18 

67200 

50100 

40300 

33600 

28800 

25200 

22400 

20200 

18300 

16800 

14  x  20 

83000 

62200 

49800 

41500 

35600 

31100 

27700 

24900 

22600 

20800 

ST.  PAUL  FOUNDRY  CO.  95 


SAFE  LOADS  IN  POUNDS 

FOR  RECTANGULAR  WOOD  PILLARS  OF  WHITE  PINE 


tiascd  on  the  Formula  of  A.  L.  Johnson,  C.  E.,  United  States  Department  of  Agriculture, 

Division  of  Forestry 


P  =  F  X 


700  +  15  c 
700  +  15  c  +  c2 


P  =  Ultimate  strength  in  pounds  per  square  inch.  F  =  Ultimate  crushing  strength  of  timber. 

r 

C  =  — j— .  f  =  Length  of  pillar  in  inches,  d  =  Least  diameter  in  inches. 

Southern  or  Long  Leaf  Yellow  Pine  =  Tabular  Load  X  ls/r. 

Northern  or  Short  Leaf  Yellow  Pine  =  “  "  X  L*4- 

Washington  Fir . =  “  “  X  1# . 


Size  of 
Pillar 

«  x  « 

8x8 

9x9 

10x10 

13x13 

14  x  14 

1ft  x  16 

Length 
in  Feet 

ft 

21  GOO 

40800 

52600 

65300 

96400 

132700 

174600 

7 

20S00 

39700 

51400 

64600 

95000 

131200 

173000 

8 

19S00 

38400 

50000 

63200 

93400 

129600 

171400 

9 

18900 

37200 

48S00 

61600 

91800 

127800 

169600 

io 

1S000 

36000 

47400 

60200 

90200 

126000 

167600 

11 

17200 

34800 

45000 

58600 

8S400 

124200 

165400 

1£ 

16400 

33500 

44600 

57080 

86600 

122000 

163200 

IS 

15500 

32400 

43200 

55520 

84800 

120000 

161200 

14 

14SOO 

31200 

41800 

54000 

83000 

11S000 

158S00 

15 

14200 

30000 

40500 

52480 

81100 

115900 

156400 

19 

13500 

29000 

39200 

50980 

79200 

113600 

154000 

17 

12900 

27900 

37900 

49500 

77400 

111400 

151600 

18 

12300 

27000 

36800 

4S080 

75600 

109300 

149000 

19 

11800 

26000 

35500 

40700 

73S00 

107000 

146600 

£9 

11300 

25100 

34400 

45400 

72000 

105000 

144000 

‘41 

10800 

24300 

33400 

44000 

70200 

102900 

141800 

aa 

10400 

23400 

32400 

42S00 

68600 

100800 

139200 

i*:i 

10000 

22700 

31300 

41580 

66800 

98700 

136800 

44 

9600 

21900 

30400 

40400 

65400 

96600 

134000 

9b  ST,  PAUL  FOUNDRY  CO. 


SPIKES  AND  NAILS 


STANDARD  STEEL  WIRE  NAILS 

STEEL  WIRE  SPIKES 

COMMON  IRON  NAILS 

Size 

Length 

Common. 

Finishing 

Diam. 

Inches 

No.  Per 
Pound 

Diam. 

Inches 

No.  Per 
Pound 

Length 

Diam. 

Inches 

No.  Per 
Pound 

Size 

Length 

No.  Per 
Pound 

2d 

1  " 

.0524 

1000 

.0453 

155S 

3  " 

.1620 

41 

52(1 

1  " 

SOO 

3d 

1H" 

.0588 

640 

.050S 

913 

3W 

.1819 

30 

5(1 

IK" 

400 

4d 

1 V>" 

.0720 

380 

.0508 

761 

4  " 

.2043 

23 

4d 

\y2" 

300 

5<l 

IK" 

.0764 

275 

.0571 

500 

W-t 

.2294 

17 

5d 

l  K" 

200 

Od 

2  " 

.0808 

210 

.0641 

350 

5  " 

.2576 

13 

Od 

2  " 

150 

7(1 

2  K" 

.0858 

160 

.0641 

315 

5}4" 

.2S93 

11 

7(1 

2  K" 

120 

Sd 

2A" 

.0935 

115 

.0720 

214 

6  " 

.2893 

10 

Hd 

2Vo" 

85 

9d 

2M" 

.0903 

93 

.0720 

195 

CM" 

.2249 

7'A 

0(1 

2K" 

75 

10(1 

3  " 

.1082 

77 

.0808 

137 

7 

.2249 

7 

10(1 

3  " 

60 

12(1 

3  K” 

.1144 

60 

.0808 

127 

8  " 

.3648 

5 

152(1 

3  K" 

50 

1  0(1 

3  A" 

.  1285 

4S 

.0907 

90 

9  " 

.3648 

1 0d 

31  •>" 

40 

20(1 

4  " 

.1620 

31 

.  1019 

62 

520(1 

4  " 

20 

50(1 

4  y2" 

.1819 

22 

50(1 

\y2" 

16 

40(1 

5  " 

.2043 

17 

40(1 

5  " 

14 

50(1 

Wz 

.2294 

13 

50(1 

11 

00(1 

6  " 

.2576 

11 

00(1 

o'  " 

8 

WOOD  SCREWS 

Diameter  —  Number  x  0.01325  +  0.056 


No. 

Diam. 

Diam. 

No. 

Diam. 

Diam. 

No. 

Diam. 

Diam. 

No. 

Diam. 

Diam. 

No. 

Diam . 

Diam. 

O 

.056 

7  " 
125 

O 

.135 

17'/ 

128 

12 

.215 

7  " 
33 

1H 

.293 

19" 

64 

*>4 

.374 

.387 

.401 

.414 

.427 

.440 

.453 

Vs" 

4  9  // 

1 

.069 

9  " 
15  5 

7 

.149 

1  <•  " 

128 

15 

.22S 

2  9  // 
128 

19 

.308 

3  9  // 

1  2  8 

128 

2 

.082 

11" 

125 

H 

.162 

2  1  '/ 

12  8 

14 

.241 

3  3  " 
128 

20 

.321 

tW' 

128 

5  3  " 

5 

.096 

i :»  " 
125 

9 

.  175 

n  " 

84 

15 

.255 

vi  " 

21 

.334 

I  ;  " 
128 

128 

55  " 

4 

.109 

7  " 

io 

.188 

3  " 

IS 

IO 

.268 

\\  " 

22 

.347 

4  5// 
128 

29 

30 

128 

5  7  " 

5 

.122 

78 

1  1 

.201 

13" 

64 

17 

.281 

9  // 

32 

23 

.361 

23  " 

64 

128 

29  " 

64 

BREAKING  STRENGTH  OF  ROPES 


MANILA,  NEW 

STEEL  WIRE  ROPE* 

Diam. 

Brk.  Str. 
Pounds 

Feet  in 
Pound 

6  Strands,  19  Wires  Per  Strand — Hemp  Center 

CRUCIBLE  STEEL 

PLOW  STEEL 

YK 

74 

Vh" 

1  " 

Hi" 

1 W' 
1%" 

2  " 

2000 

4000 

6000 

7000 

11000 

16000 

24000 

27000 

14 

6 

4 

3Vs 

2K 

IK 

1 

10  in. 

Breaking 

Weight 

Proper 
W’king  Id. 

Weight 
100  Feet 

Diam. 

Breaking 

Weight 

Proper 
W’king  Id. 

Weight 
100  Feet 

9000  lbs. 
15000  lbs. 
28000  lbs. 
36000  lbs. 
50000  lbs. 
66000  lbs. 
84000  lbs. 
104000  lbs. 

1500  lbs. 
2000  lbs. 
4000  lbs. 
6000  lbs. 
10000  lbs. 
12000  lbs. 
16000  lbs. 
20000  lbs. 

20 

35 

63 

88 

120 

158 

200 

2.50 

%" 
y^' 
%" 
%" 
%" 
i  * 

iy8" 

Hi* 

lOOOOlbs. 
24000  lbs. 
40000  lbs. 
54000  lbs. 
74000  lbs. 
100000  lbs. 
126000  lbs. 
152000  lbs. 

3000  lbs. 
5000  lbs. 
7000  lbs. 
10000  lbs. 
14000  lbs. 
1S000  lbs. 
24000  lbs. 
30000  lbs. 

26 

35 

63 

88 

120 

158 

200 

250 

♦American  Hoist  &  Derrick  Go’s  Standard. 


EXTRACTS  FROM  MANUFACTURERS’  STANDARD  SPECIFICATIONS 


MEDIUM  STEEL 


PROCESS  OF 
M AN  U FACTU  R E 


1.  Steel  may  be  made  by  either  the  Open-hearth  or  Bessemer  process. 

2.  Finished  liars  must  be  free  from  injurious  seams,  flaws  or  cracks,  and  have 
a  workmanlike  finish. 


chemical  3.  Steel  for 

properties  Railway  Bridges. 


[  Maximum  Phosphorus  .08  per  cent. 


PUNCHING 


FAI  NTI  NG 


Maximum  Phosphorus  .10  per  cent. 


PHYSICAL 
PRO  PERTI  E  S 


WORKMANSHIP 


Steel  for  Buildings, 

Train  Sheds, 

Highway  Bridges 
and  similar  structures.  J 

4.  Ultimate  strength,  00,000  to  70.000  pounds  per  square  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

Elongation,  22  per  cent. 

Bending  test,  180  degrees  to  a  diameter  equal  to  thickness  of  piece  tested 
without  fracture  on  outside  of  bent  portion. 

1.  All  workmanship  must  be  first  class.  All  abutting  surfaces  of  compression 
members,  except  flanges  of  plate  girders  where  the  joints  are  fully  spliced,  must 
be  planed  or  turned  to  even  bearings  so  that  they  shall  be  in  such  contact  through¬ 
out  as  may  be  obtained  by  such  means.  All  finished  surfaces  must  be  protected 
by  white  lead  and  tallow. 

2.  The  rivet  holes  for  splice  plates  of  abutting  members  shall  be  so  accurately 
spaced  that  when  the  members  are  brought  into  position  the  holes  shall  be  truly 
opposite  before  the  rivets  are  driven. 

3.  The  pitch  of  rivets  in  all  classes  of  work  shall  never  exceed  6  inches,  nor 
Hi  times  the  thinnest  outside  plate,  nor  be  less  than  3  diameters  of  the  rivet.  The 
rivets  used  shall  generally  be  As,  'M  and  %  inch  diameter.  The  distance  between 
the  edge  of  any  piece  and  the  center  of  a  rivet  hole  must  never  be  less  than  1R£ 
inches,  except  for  bars  less  than  inches  wide.  When  practicable  it  shall  be  at 
least  two  diameters  of  the  rivet.  Rivets  must  completely  fill  the  holes,  have  full 
heads  concentric  with  the  rivet,  of  a  height  not  less  than  .6  the  diameter  of  the 
rivet,  and  in  full  contact  with  the  surface,  or  be  countersunk  when  so  required, 
and  machine-driven  wherever  practicable. 

4.  The  diameter  of  the  punch  shall  not  exceed  by  more  than  1-16  inch  the 
diameter  of  the  rivets  to  be  used,  and  all  holes  must  be  clean  cuts  without  torn  or 
ragged  edges.  Rivet  holes  must  be  accurately  spaced;  the  use  of  drift  pins  will  be 
allowed  only  for  bringing  together  the  several  parts  forming  a  member,  and  they 
must  not  be  driven  with  such  force  as  to  disturb  the  metal  about  the  holes. 

Built  members  must,  when  finished,  be  true  and  free  from  twists,  kinks,  buckles, 
or  open  joints  between  the  component  pieces. 

5.  All  surfaces  inaccessible  after  assembling  must  be  well  painted  or  oiled  before 
the  parts  are  assembled. 

STRUCTURAL  CAST  IRON 

1.  Except  where  chilled  iron  is  specified,  all  castings  shall  be  tough  gray  iron, 
free  from  injurious  cold-shuts  or  blow-holes,  true  to  pattern,  and  of  a  workmanlike 
finish.  Sample  pieces,  one  inch  square,  cast  from  the  same  heat  of  metal  in  sand 
moulds,  shall  be  capable  of  sustaining  on  a  clear  span  of  4  feet  8  inches  a  central 
load  of  500  pounds  when  tested  in  the  rough  bar. 


98  ST.  PAUL  FOUNDRY  CO. 

MENSURATION 

LENGTH 

Circumference  of  circle  =  diameter  X  3.1416  or  diameter  X  31  approx. 
Diameter  of  circle  =  circumference  X  .  31S3  or  of  circumference  approx. 
Side  of  square  of  equal  periphery  as  circle  =  diameter  X  .7854. 

Diameter  of  circle  of  equal  periphery  as  square  =  side  X  1.2732. 

Side  of  inscribed  square  =  diameter  of  circle  X  .7071. 

Length  of  arc  =  No.  of  degrees  X  diameter  X  .008727. 

Radius  =  .5042  y  area. 


AREA  OF  REGULAR  POLYGONS 

Regular  polygon  =  sum  of  sides  X  half  perpendicular  distance  from  center  to  sides. 
Square  the  length  of  one  side  and  multiply  by  proper  number  in  following  table. 


Name 

No.  of  sides 

Multiply 

Triangle 

3 

.433 

Square 

4 

1. 

Pentagon 

5 

1,720 

Hexagon 

6 

2.598 

Heptagon 

7 

3.634 

Octagon 

8 

4.828 

Nonagon 

9 

6. 182 

Decagon 

10 

7.694 

Triangle  =  base  X  34  perpendicular  height. 

Trapezoid  =  half  the  sum  of  parallel  sides  X  perpendicular  height. 

Circle  =  diameter  squared  X  0.7854. 

=  circumference  squared  X  .07958. 

Ring  =  .7854  X  [square  of  inside  diameter  —  square  of  outside  diameter]. 

Sector  of  circle  =  Length  of  arc  X  34  radius. 

Segment  of  circle  =  Area  of  sector  —  area  of  triangle  when  the  segment  is  less  and  +  +he  area 
of  the  triangle  when  segment  is  greater  than  semicircle. 

Side  of  square  that  shall  equal  area  of  circle  =  diameter  X  .8862;  circumference  X  .2821. 
Diameter  of  circle  that  shall  equal  area  of  square  =  side  of  square  X  1.1284. 

Parabola  =  base  X  5  height. 

Ellipse  =  long  diameter  X  short  diameter  X  .7854. 

Surface  of  cylinder  =  circumference  X  height  +  area  of  both  ends. 

Surface  of  sphere  =  diameter  squared  X  3.1416,  or  =  circumference  X  diameter. 

SOLID  CONTENTS 

Prism  =  area  of  base  X  perpendicular  height. 

Cylinder  =  area  of  section  at  right  angle  to  side  X  length  of  side. 

Sphere  =  diameter  cubed  X  .5236. 

=  surface  X  34  diameter. 

Pyramid  or  Cone  =  area  of  base  X  i  perpendicular  height. 


ST.  PAUL  FOUNDRY  CO.  99 


Part  II 

(Pages  99  to  140) 

DEVOTED  TO 

BETHLEHEM 

STRUCTURAL  STEEL  SECTIONS 


CONTAINING 

TABLES  OF  DIMENSIONS,  PROPERTIES  AND  SAFE  LOADS  OF 
BETHLEHEM  SPECIAL  I  BEAMS,  GIRDER 
BEAMS,  AND  H  COLUMNS. 

AND 

DETAIL  DIMENSIONS  AND  CONNECTION  ANGLES  TAKEN  FROM  BETHLEHEM 
STEEL  CO.’S  HANDBOOK,  EDITION  OF  1909  AND 
PUBLISHED  WITH  THEIR  PERMISSION. 


We  carry  a  large  stock  of  Bethlehem  sections  for  immediate  delivery. 


B 


100 


9  *> 


•  w 


w 


M 


ST.  PAUL  FOUNDRY  CO. 


WEIGHTS  AND  DIMENSIONS  OF 


BETHLEHEM 
GIRDER  BEAMS 


Weight 

DIMENSIONS,  IN  INCHES 

Section 

per 

Web 

Flange  Thickness 

Radius 

Number 

Foot, 

Flange 

Thick- 

of 

Depth 

Width 

ness 

At  Edge 

At  Root 

Fillet 

Pounds 

1) 

B 

w 

M 

N 

R 

G30a 

200.0 

30 

15.00 

.750 

0.950 

1  .591 

.90 

030 

180.0 

30 

13.00 

.690 

1.035 

1.589 

.90 

028a 

180.0 

28 

14.35 

.690 

0.920 

1.535 

.85 

G28 

165.0 

28 

12.50 

.660 

1.000 

1.533 

.85 

02(ia 

160.0 

26 

13.60 

.630 

0.885 

1 .469 

.80 

020 

150.0 

26 

12.00 

.630 

0  .955 

1 .469 

.80 

024a 

140.0 

24 

13.00 

.600 

0.800 

1  .358 

.70 

024 

120.0 

24 

12.00 

.530 

0.730 

1 .246 

.70 

02Oa 

140.0 

20 

12.50 

.640 

0.930 

1.464 

.75 

020 

112.0 

20 

12.00 

.550 

0.695 

1.210 

.65 

018 

92.0 

18 

11.50 

.480 

0.590 

1.087 

.60 

01 5b 

140.0 

15 

11.75 

.800 

1.090 

1.583 

.95 

01 5a 

104.0 

15 

11.25 

.600 

0.770 

1 .249 

.75 

Q 15 

73.0 

15 

10.50 

.430 

0.520 

0.974 

.55 

01 2a 

70.0 

12 

10.00 

.460 

0.575 

1.004 

.55 

012 

55.0 

12 

9.75 

.370 

0.415 

0.837 

.45 

01O 

44.0 

10 

9.00 

.310 

0.370 

0.763 

.40 

GO 

38.0 

9 

8.50 

.300 

0.335 

0.704 

.40 

08 

32.5 

8 

8.00 

.290 

0.295 

0.642 

.40 

ST.  PAUL  FOUNDRY  CO. 

101 

WEIGHTS  AND  DIMENSIONS  OF 

BETHLEHEM  I  BEAMS. 

9& 

W 

Vf  --t — 

W  i 

Qj 

J 

i 

l 

*  N 

DIMENSIONS,  IN  INCHES 

Section 

per  Foot, 

Flange 

Web 

Flange  Thickness 

Radius 

of 

N  umber 

Pounds 

Depth 

Width 

Thickness 

At  Edge 

At  Root 

Fillet 

D 

B 

W 

M 

N 

R 

BJIO 

120.0 

30 

10.500 

.540 

.735 

1  .183 

.65 

B2S 

105.0 

28 

10.000 

.500 

.675 

1.102 

.60 

B2« 

90.0 

26 

9.500 

.460 

.600 

1  .007 

.55 

B24a 

84.0 

24 

9.250 

.460 

.585 

.980 

.55 

83.0 

24 

9.130 

.520 

.510 

.897 

.50 

B24 

73.0 

24 

9.000 

.390 

.510 

.897 

.50 

82.0 

20 

8.890 

.570 

.580 

.955 

.55 

72.0 

20 

8.750 

.430 

.580 

.955 

.55 

69.0 

20 

8.145 

.520 

.475 

.818 

.45 

B20 

64.0 

20 

8.075 

.450 

.475 

.818 

.45 

59.0 

20 

8.000 

.375 

.475 

.818 

.45 

59.0 

18 

7.675 

.495 

.430 

.753 

.40 

54.0 

18 

7.590 

.410 

.430 

.753 

.40 

52.0 

18 

7 .555 

.375 

.430 

.753 

.40 

48.5 

18 

7.500 

.320 

.430 

.753 

.40 

B 1  5b 

71.0 

15 

7.500 

.520 

.785 

1 .099 

.60 

64.0 

15 

7.195 

.605 

.590 

.887 

.50 

I»  1  «»a 

54.0 

15 

7.000 

.410 

.590 

.887 

.50 

46.0 

15 

6.810 

.440 

.400 

.686 

.40 

B15 

41.0 

15 

6.710 

.340 

.400 

.686 

.40 

38.0 

15 

6.660 

.290 

.400 

.686 

.40 

B  12a 

36.0 

12 

6.300 

.310 

.440 

.710 

.40 

32.0 

12 

6.205 

.335 

.330 

.594 

.35 

LSI.- 

28.5 

12 

6.120 

.250 

.330 

.594 

.35 

28.5 

10 

5.990 

.390 

.270 

.522 

.30 

BIO 

23.5 

10 

5.850 

.250 

.270 

.522 

.30 

24.0 

9 

5.555 

.365 

.245 

.479 

.30 

B9 

20.0 

9 

5.440 

.250 

.245 

.479 

.30 

19.5 

8 

5.325 

.325 

.205 

.430 

.30 

BS 

17.5 

8 

5.250 

.250 

.205 

.430 

.30 

102 


ST.  PAUL  FOUNDRY  CO. 


PROPERTIES  OF 

BETHLEHEM  GIRDER  BEAMS. 


Section. 

N  umber 

Depth 

of 

Beam, 

Inches 

Weight 
per 
Foot, 
Poun  ds 

Area 

of 

Section, 

Square 

Inches 

Thick¬ 

ness 

of 

Web, 

Inches 

Width 

of 

Flange, 

Inches 

Increase 
of  Web 
and 
Flange 
for  each 
lb. 

Increase 
of  Weight, 
Inches. 

NEUTRAL  AXIS 
PERPENDICULAR 
TO  WEB  AT  CENTER 

Mo¬ 

ment 

of 

Inertia 

I 

Radius 

of 

Gy¬ 

ration 

R 

Section 

Modu¬ 

lus 

vS 

G30a 

30 

200.0 

58.71 

.750 

15.00 

.010 

9150.6 

12.48 

610.0 

G30 

30 

180.0 

53.00 

.690 

13.00 

.010 

8194.5 

12.43 

546.3 

G2Sa 

28 

180.0 

52.86 

.690 

14.35 

.011 

7264.7 

11.72 

518.9 

G28 

28 

165.0 

48.47 

.660 

12.50 

.011 

6562.7 

11.64 

468.8 

G20a 

26 

160.0 

46.91 

.630 

13.60 

.011 

5620.8 

10.95 

432.4 

G2G 

26 

150.0 

43.94 

.630 

12.00 

.011 

5153.9 

10.83 

396.5 

G24a 

24 

140.0 

41.16 

.600 

13.00 

.012 

4201.4 

10.10 

350.1 

G24 

24 

120.0 

35.38 

.530 

12.00 

.012 

3607.3 

10.10 

300.6 

G20a 

20 

140.0 

41.19 

.640 

12.50 

.015 

2934.7 

8.44 

293.5 

020 

20 

112.0 

32.81 

.550 

12.00 

.015 

2342.1 

8.45 

234.2 

G18 

18 

92.0 

27.12 

.480 

11.50 

.016 

1591  4 

7.66 

176.8 

G15b 

15 

140.0 

41.27 

.800 

11.75 

.020 

1592.7 

6.21 

212.4 

G 1 3a 

15 

104.0 

30.50 

.600 

11.25 

.020 

1220.1 

6.32 

162.7 

G15 

15 

73.0 

21.49 

.430 

10.50 

.020 

883.4 

6.41 

117.8 

G12a 

12 

70.0 

20.58 

.460 

10.00 

.025 

538.3 

5.12 

89.8 

G12 

12 

55.0 

16.18 

.370 

9.75 

.025 

432.0 

5.17 

72.0 

GIO 

10 

44.0 

12.95 

.310 

9.00 

.030 

244.2 

4.34 

48.8 

GO 

9 

38.0 

11.22 

.300 

8.50 

.033 

170.9 

3.90 

38.0 

GS 

8 

32.5 

9.54 

.290 

8.00 

.037 

114.4 

3.46 

28.6 

W  =  Safe  load  in  pounds,  uniformly  distributed,  including  weight  of  beam. 


L=Span,  in  feet. 


M  =  Moment  of  forces,  in  foot  pounds. 


ST.  PAUL  FOUNDRY  CO. 


103 


PROPERTIES  OF 

BETHLEHEM  GIRDER  BEAMS. 


Coefficients  of  Strength. 

Maximum'  Safe  Shear 

on  Web,  in  Pounds. 

Neutral  Axis  Coin¬ 
cident  with  Center 
Line  of  Web. 

Section  Number. 

For  Fiber  Stress 
Ci  of  16,000  Lbs. 
per  Sq.  In.  for 
Buildings. 

Add  for  each  Lb. 
Increase  in  Weight 
of  Beam. 

For  Fiber  Stress 
*  of  12,500  Lbs. 
per  Sq.  In.  for 
Moving  Loads. 

Add  for  each  Lb. 
Increase  in  Weight 
of  Beam. 

^  Moment  of 

"  Inertia. 

- — 

^  Radius  of 

Gyration. 

6,507,100 

15,690 

5,083,700 

12,270 

189,300 

630.2 

3.28 

G30a 

5,827.200 

15,690 

4,552,500 

12,270 

165,200 

433.3 

2.86 

G30 

5,535,000 

14,640 

4,324,200 

11,450 

161,500 

533.3 

3.18 

G2Sa 

5,000,100 

14,640 

3,906,400 

11,450 

150,300 

371.9 

2.77 

G2S 

4,611,900 

13,600 

3,603,100 

10,630 

135,900 

435.7 

3.05 

G20a 

4,228,800 

13,600 

3,303,800 

10,630 

135,900 

314.6 

2.68 

G2G 

3,734,600 

12,550 

2,917,600 

9,820 

121,700 

346.9 

2.90 

G24a 

3,206,500 

12,550 

2,505,100 

9,820 

98,500 

249.4 

2.66 

G24 

3,130,300 

10,460 

2,445,600 

8,180 

124,200 

348.9 

2.91 

G20a 

2,498,300 

10,460 

1,951,800 

8,180 

98,500 

239.3 

2.70 

G20 

1,886,100 

9,410 

1,473,500 

7,360 

76,100 

182.6 

2.59 

G18 

2,265,200 

7,840 

1,769,700 

6,140 

134,200 

331.0 

2.83 

G15b 

1,735,300 

7,840 

1,355,700 

6,140 

94,300 

213.0 

2.64 

G15a 

1,256,600 

7,840 

981,600 

6,140 

59,200 

123.2 

2.39 

G15 

957,800 

6,280 

748,300 

4,910 

57,200 

114.7 

2.36 

G 1  2a 

768,000 

6,280 

600,000 

4,910 

42,300 

81.1 

2.24 

G12 

521,000 

5,230 

407,000 

4,090 

29,800 

57.3 

2.10 

GIO 

405,000 

4,710 

316,400 

3,680 

26,700 

44.1 

1.98 

GO 

305,100 

4,180 

238,300 

3,270 

23,600 

32.9 

1.86 

G8 

C  and  C'  =  Coefficients  given  in  the  tables. 
C  or  C' 


W= 


L 


C  or  C' 
8  ; 


C  or  C'  =  WL=8M  =  |fS. 


104  ST.  PAUL  FOUNDRY  CO. 


PROPERTIES  OF 

BETHLEHEM  I  BEAMS. 


Section  Number. 

Depth  of  Beam, 
Inches. 

Weight  per  Foot, 
Pounds. 

Area  of  Section, 
Square  Inches. 

Thickness  of  Web, 
Inches. 

Width  of  Flange, 

Inches. 

Increase  of  Web  and 

Flange  for  each  Lb. 

Increase  of  Weight, 

Inches. 

Neutral  A 
to  W 

*4— < 

o  . 

-p  c i 

C  +3 

0  in 
r*  0 

I 

xis  Perpe 
eb  at  Cen 

*4-1 

o  a 

OD.g 

r 

ndlcular 

ter. 

c  i 

0TJ 

0  O 

*3 

S 

B30 

30 

120.0 

35.30 

.540 

10.500 

.010 

5239.6 

12.18 

349.3 

B28 

28 

105.0 

30.88 

.500 

10.000 

.011 

4014.1 

11 .40 

286.7 

B2G 

26 

90.0 

26.49 

.460 

9.500 

.011 

2977.2 

10.60 

229.0 

B24a 

24 

84.0 

24.80 

.460 

9.250 

.012 

2381.9 

9.80 

198.5 

24 

83.0 

24.59 

.520 

9.130 

.012 

2240.9 

9.55 

186.7 

B2-1 

24 

73.0 

21.47 

.390 

9.000 

.012 

2091.0 

9.87 

174.3 

20 

82.0 

24.17 

.570 

8.890 

.015 

1559.8 

8.03 

156.0 

B20a 

20 

72.0 

21.37 

.430 

8.750 

.015 

1466.5 

8.28 

146.7 

20 

69.0 

20.26 

.520 

8.145 

.015 

1268.9 

7.91 

126.9 

B2G 

20 

64.0 

18.86 

.450 

8.075 

.015 

1222.1 

8.05 

122.2 

20 

59.0 

17.36 

.375 

8.000 

.015 

1172.2 

8.22 

117.2 

18 

59.0 

17.40 

.495 

7.675 

.016 

883.3 

7.12 

98.1 

18 

54.0 

15.87 

.410 

7.590 

.016 

842.0 

7.28 

93.6 

BIS 

18 

52.0 

15.24 

.375 

7 .555 

.016 

825.0 

7.36 

91 .7 

18 

48.5 

14.25 

.320 

7.500 

.016 

798.3 

7.48 

88.7 

B  I  lib 

15 

71 .0 

20.95 

.520 

7.500 

.020 

796.2 

6.16 

106.2 

15 

64.0 

18.81 

.605 

7.195 

.020 

664.9 

5.95 

88.6 

Bloa 

15 

54.0 

15.88 

.410 

7.000 

.020 

610.0 

6.20 

81 .3 

15 

46.0 

13.52 

.440 

6.810 

.020 

484.8 

5.99 

64.6 

B 1  5 

15 

41 .0 

12.02 

.340 

6.710 

.020 

456.7 

6.16 

60.9 

15 

38.0 

11.27 

.290 

6.660 

.020 

442.6 

6.27 

59.0 

B  12a 

12 

36.0 

10.61 

O 

CO 

6.300 

025 

269.2 

5.04 

44.9 

12 

32.0 

9.44 

.335 

6.205 

.025 

228.5 

4.92 

38.1 

B12 

12 

28.5 

8.42 

.250 

6.120 

.025 

216.2 

5.07 

36.0 

BIO 

10 

28.5 

8.34 

.390 

5.990 

.029 

134.6 

4.02 

26.9 

10 

23.5 

6.94 

.250 

5.850 

.029 

122.9 

4.21 

24.6 

BO 

9 

24.0 

7.04 

.365 

5.555 

.033 

92.1 

3.62 

20.5 

9 

20.0 

6.01 

.250 

5.440 

.033 

85.1 

3.76 

18.9 

8 

19.5 

5.78 

.325 

5.325 

.037 

60.6 

3.24 

15.1 

BS 

8 

17.5 

5.18 

.250 

5.250 

.037 

57.4 

3.33 

14.3 

W  =  Safe  load  in  pounds,  uniformly  distributed,  including  weight  of  beam. 
L  =  Span,  in  feet.  M  =  Moment  of  forces,  in  foot  pounds. 


ST.  PAUL  FOUNDRY  CO.  105 


PROPERTIES  OF 

BETHLEHEM  I  BEAMS 


COEFFICIENTS 

OF  STRENGTH 

Maxi¬ 

mum 

Safe 

Neutral  Axis  Coin¬ 
cident  with 
Center  Line  of  web 

For  Fiber 

Add  for 

Add  for 

Shear 

Section 

Stress 

each  Lb. 

for  Fi  ber  Stress 

each  Lb. 

on  Wel>, 

XT  1 

of  16,000  nbs. 

Increase 

of  12,500  Lbs 

Increase 

N  umber 

per  Sq.  Inch 

in  weight 

per  Sq.  Inch  for 

in  weight 

in 

of 

of 

for  Buildings 

of  Beam 

Moving  Loads 

of  Beam 

Pounds 

Inertia 

Gyration 

C 

C’ 

r 

r’ 

3,726,000 

15,690 

2,910,900 

12,270 

103,800 

165.0 

2.16 

B30 

3,058,400 

14,640 

2,389,300 

11,450 

89,000 

131 .5 

2.06 

B2S 

2,442,800 

13,600 

1, 90S, 500 

10,630 

75,300 

101.2 

1.96 

B2G 

2,117,300 

12,550 

1,654,100 

9,820 

75,100 

91.1 

1.92 

B24a 

1,991,900 

12,550 

1,556,200 

9,820 

93,100 

78.0 

1.78 

B24 

1,858,700 

12,550 

1,452,100 

9,820 

54,000 

74.4 

1.86 

1,663,800 

10,460 

1,299,800 

8,180 

102,400 

79.9 

1 .82 

B20a 

1,564,300 

10,460 

1,222,100 

8, ISO 

64,900 

75.9 

1.S8 

1,353,500 

10,460 

1,057,400 

8,180 

88,200 

51.2 

1.59 

1,303,600 

10,460 

1,018,500 

8,180 

69,400 

49.8 

1 .62 

B20 

1,250,300 

10,460 

976,800 

8,180 

50,000 

48.3 

1.66 

1,046,900 

9,410 

817,900 

7,360 

78,000 

39.1 

1.50 

997,900 

9,410 

779,600 

7,360 

57,500 

37.7 

1.54 

BIS 

977,700 

9,410 

763,900 

7,360 

49,200 

37.1 

1.56 

946,100 

9,410 

739,100 

7,360 

36,700 

36.2 

1.59 

1,132,400 

7,840 

884,700 

6,140 

77,900 

61.3 

1.71 

B15b 

945,600 

7,840 

738,700 

6,140 

93,900 

41.9 

1.49 

B15a 

867,600 

7,840 

677,800 

6,140 

54,800 

38.3 

1.55 

689,500 

7,840 

538,600 

6,140 

60,000 

25.2 

1.36 

649,400 

7,840 

507,400 

6,140 

39,900 

24.0 

1.41 

BI5 

629,500 

7,840 

491,800 

6,140 

30,100 

23.4 

1.44 

478,600 

6,280 

373,900 

4,910 

32,200 

•  21.3 

1.42 

B12a 

406,200 

6,280 

317,300 

4,910 

35,800 

16.0 

1.30 

B12 

384,400 

6,280 

300,300 

4,910 

22,200 

15.3 

1.35 

287,100 

5,230 

224,300 

4,090 

39,800 

12.1 

1.21 

BIO 

262,200 

5,230 

204,800 

4,090 

21,000 

11.2 

1.27 

218,300 

4,710 

170,600 

3,680 

33,900 

8.8 

1.12 

BO 

201,800 

4,710 

157,600 

3,680 

20,100 

8.2 

1.17 

161,600 

4,180 

126,200 

3,270 

26,900 

6.7 

1 .08 

BS 

153,000 

4,180 

119,600 

3,270 

18,900 

6.4 

1.11 

C  and  C'  =  Coefficients  Riven  in  the  table. 

W  =  C-"':-L  M=c  °r-  C’  Cor  C'  =  W  L  =  8  M  -  2/gfS 

Lj  8 


DIMENSIONS  AND  PROPERTIES  OF 


BETHLEHEM  ROLLED  STEEL 


14"  H  COLUMNS 


Weight 

of 

Section, 

lbs. 

per  Foot 

Area 

of 

Section, 

Square 

inches 

AXIS  XX. 

AXIS  YY. 

Moment- 

of 

Inertia 

I 

Section 

Modulus 

s 

Radius  of 
Gyration, 
Inches 

r 

Moment 

of 

Inertia 

I' 

Section 

Modulus 

S' 

Radius  of 
Gyration, 
Inches 

r' 

83.5 

24.46 

884.9 

128.7 

6.01 

294.5 

42.3 

3.47 

91.0 

26.76 

976.8 

140.8 

6.04 

325.4 

46.6 

3.49 

99.0 

29.06 

1070.6 

153.0 

6.07 

356.9 

51.0 

3.50 

106.5 

31.38 

1166.6 

165.2 

6.10 

387.8 

55.2 

3.52 

114.5 

33.70 

1264.5 

177  .5 

6.13 

420.3 

59.7 

3.53 

122.5 

36.04 

1364.6 

189.9 

6.16 

453.4 

64.2 

3.55 

130.5 

38.38 

1466.7 

202.3 

6.18 

486.9 

68.8 

3.56 

138.0 

40.59 

1568.4 

214.5 

6.21 

510.7 

73.3 

3.58 

146.0 

42.95 

1674.7 

227.1 

6.24 

554.4 

77.9 

3.59 

154.0 

45.33 

1783.3 

239.8 

6.27 

589.5 

82.6 

3.61 

162.0 

47.71 

1894.0 

252.5 

6.30 

626.1 

87.5 

3.62 

170.5 

50.11 

2007.0 

265.4 

6.33 

662.3 

92.3 

3.64 

178.5 

52.51 

2122.3 

278.3 

6.36 

699.0 

97.2 

3.65 

186.5 

54.92 

2239.8 

291.4 

6.39 

736.3 

102.1 

3 .66 

195.0 

57.35 

2359.7 

304.5 

6.41 

774.2 

107.0 

3.67 

203.5 

59.78 

2481 .9 

317.7 

6.44 

812.6 

112.0 

3.69 

211.0 

62.07 

2603.3 

330.6 

6.48 

849.8 

116.9 

3.70 

219.5 

64.52 

2730.2 

344.0 

6.51 

889.3 

122.0 

3.71 

227.5 

66.98 

2859.6 

357.5 

6.53 

929.4 

127.1 

3.73 

236.0 

69.45 

2991.5 

371.0 

6.56 

970.0 

132.3 

3.74 

244.5 

71 .94 

3125.8 

384.7 

6.59 

1011 .3 

137.6 

3.75 

253.0 

74.43 

3262.7 

398.5 

6.62 

1053.2 

142.9 

3.76 

261.5 

76.93 

3402.1 

412.4 

6.65 

1095.6 

148.3 

3.77 

270.0 

79.44 

3544.1 

426.4 

6.68 

1138.7 

153.7 

3.79 

278.5 

81 .97 

3688.8 

440.5 

6.71 

1182.4 

159.1 

3.80 

287.5 

84.50 

3836.1 

454.7 

6.74 

1226.7 

164.7 

3.81 

Section 

Number 


H14 


ST.  PAUL  FOUNDRY  CO. 


DIMENSIONS  AND  PROPERTIES  OF 


BETHLEHEM  ROLLED  STEEL 


12  H"  COLUMNS. 


Section 

Number. 


H12 


Weight 


DIMENSIONS,  IN  INCHES. 


Section, 

lbs. 

per  Foot 

D 

N  ominal 

T 

B 

IF 

M 

N 

G 

64.5 

ll  H 

% 

11.92 

.39 

.567 

.683 

16  H 

71.5 

1174 

a 

11.96 

.43 

.630 

.745 

16  74 

78.0 

12 

H 

12.00 

.47 

.693 

.808 

17 

84.5 

12  % 

13 

16 

12.04 

.51 

.755 

.870 

17  H 

91.5 

12  J* 

Vs 

12.08 

.55 

.817 

.933 

17  M 

98.5 

12  % 

15 

T6 

12.12 

.59 

.880 

.995 

17  y8 

105.0 

12  y2 

1 

12.16 

.63 

.942 

1.058 

17* 

112.0 

12  H 

1* 

12.20 

.67 

1.005 

1.120 

17* 

118.5 

123A 

i  y8 

12.23 

.70 

1.067 

1.183 

17  ti 

125.5 

1274 

ift 

12.27 

.74 

1.130 

1.245 

17  B 

132.5 

13 

1 M 

12.31 

.78 

1.192 

1.308 

17  H 

139.5 

13  Vs 

12.35 

.82 

1.255 

1.370 

18 

146.5 

13  a 

m 

12.39 

.86 

1.317 

1.433 

is  y8 

153.5 

13« 

1 

12.43 

.90 

1.380 

1.495 

18  Ya. 

161.0 

13  X 

1 H 

12.47 

.94 

1.442 

1.558 

1SVs 

is  constant  =  9.21" 


ST.  PAUL  FOUNDRY  CO. 


109 


DIMENSIONS  AND  PROPERTIES  OF 


BETHLEHEM  ROLLED  STEEL 


12"  H  COLUMNS. 


Weight 

Area 

AXIS  XX 

AXIS  YY 

of 

Section 

lbs. 

per  Foot 

ot 

Section, 

Square 

Inches 

Moment 
of  Inertia 

I 

Section 

Modulus 

S 

Radius  of 
Gyration, 
Inches 

r 

Moment 
of  Inertia 

I' 

Section 

Modulus 

S' 

Radius  of 
Gyration, 
inches 

r' 

64.5 

19.00 

499.0 

84.9 

5.13 

168.6 

28.3 

2.98 

71.5 

20.96 

556.6 

93.7 

5.15 

188.2 

31.5 

3.00 

78.0 

22.94 

615.6 

102.6 

5.18 

208.1 

34.7 

3.01 

84.5 

24.92 

676.1 

111.5 

5.21 

228.5 

37.9 

3.03 

91.5 

26.92 

738.1 

120.5 

5.24 

249.2 

41.3 

3.04 

98.5 

28.92 

801.7 

129.6 

5.27 

270.1 

44.6 

3.06 

105.0 

30.94 

866.8 

138.5 

5.30 

291.7 

48.0 

3.07 

112.0 

32.96 

933.4 

147.9 

5.33 

313.6 

51.4 

3.08 

118.5 

34.87 

1000.0 

156.9 

5.36 

335.0 

54.8 

3.10 

125.5 

36.91 

1069.8 

166.2 

5.38 

357.7 

58.3 

3.11 

132.5 

38.97 

1141.3 

175.6 

5.41 

380.7 

61.9 

3.13 

139.5 

41.03 

1214.5 

185.0 

5.44 

404.1 

65.4 

3.14 

146.5 

43.10 

1289.4 

194.6 

5.47 

428.0 

69.1 

3.15 

153.5 

45.19 

1366.0 

204.3 

5.50 

452.2 

72.8 

3.16 

161.0 

47.28 

1444.3 

214.0 

5.53 

477.0 

76.5 

3.18 

Section 

Number 


H12 


110 


ST.  PAUL  FOUNDRY  CO. 


DIMENSIONS  AND  PROPERTIES  OF 


BETHLEHEM  ROLLED  STEEL 


10"  H  COLUMNS. 


Weight 

DIMENSIONS,  IN 

INCHES. 

of 

Section 

Section, 

N  umber 

lbs. 

Nominal 

per  Foot 

D 

T 

B 

W 

M 

N 

G 

L 

49.0 

974 

9 

1  6 

9.97 

.36 

.514 

.611 

14*' 

54.0 

10 

Vs 

10.00 

.39 

.577 

.673 

14* 

59.5 

1074 

a 

10.04 

.43 

.639 

.736 

14  A 

65.5 

10  X 

x 

10.08 

.47 

.702 

.798 

1454 

71.0 

1054 

13 

16 

10.12 

.51 

.764 

.861 

14  74 

cq 

77.0 

10  x 

74 

/  o 

10.16 

.55 

.827 

.923 

1454 

t- 

II 

82.5 

10  % 

14 

10.20 

.59 

.889 

.986 

14  X 

a 

HIO 

88.5 

iom 

i 

10.24 

.63 

.952 

1.048 

1474 

c$ 

CO 

94.0 

1074 

1 A 

10.28 

.67 

1.014 

1.111 

15 

O 

o 

99.5 

u 

in 

10.31 

.70 

1.077 

1.173 

15)4 

rfl 

105.5 

ny8 

l  A 

10.35 

.74 

1.139 

1.236 

Y6 

hJ 

111.5 

11  H 

IX 

10.39 

.78 

1.202 

1.298 

15  A 

117.5 

11 H 

1* 

10.43 

.82 

1.264 

1.361 

15  A 

123.5 

1134 

iy 

10.47 

.86 

1.327 

1.423 

15  A 

ST.  PAUL  FOUNDRY  CO. 


Ill 


DIMENSIONS  AND  PROPERTIES  OF 


BETHLEHEM  ROLLED  STEEL 
10"  H  COLUMNS. 


Weight 

Area 

AXIS  XX. 

AXIS  YY 

of 

Section, 

lbs. 

per  Foot 

of 

Section, 

Square 

I  nches 

Moment 
of  Inertia 

I 

Section 

Modulus 

S 

Radius  of 
Gyration, 
Inches 

r 

Moment 
of  Inertia 

I' 

Section 

Modulus 

S' 

Radius  of 
Gyration, 
Inches 
r’ 

Section 

N  umber 

49.0 

14.37 

263.5 

53.4 

4.28 

89.1 

17.9 

2.49 

54.0 

15.91 

296.8 

59.4 

4.32 

100.4 

20.1 

2.51 

59.5 

17.57 

331.9 

65.6 

4.35 

112.2 

22.3 

2.53 

65.5 

19.23 

368.0 

71.8 

4.37 

124.2 

24.6 

2.54 

71.0 

20.91 

405.2 

78.1 

4.40 

136.5 

27.0 

2.56 

77.0 

22.59 

443.6 

84.5 

4.43 

149.1 

29.4 

2.57 

82.5 

24.29 

483.0 

90.9 

4.46 

162.0 

31.8 

2.58 

HIO 

88.5 

25.99 

523.5 

97.4 

4.49 

175.1 

34.2 

2.60 

94.0 

27.71 

565.2 

103.9 

4.52 

188.6 

36.7 

2.61 

99.5 

29.32 

607.0 

110.4 

4.55 

201.7 

39.1 

2.62 

105.5 

31.06 

651.0 

117.0 

4.58 

215.6 

41.7 

2.64 

111.5 

32.80 

696.2 

123.8 

4.61 

229.9 

44.3 

2.65 

117.5 

34.55 

742.7 

130.6 

4.64 

244.4 

46.9 

2.66 

123.5 

36.32 

790.4 

137.5 

4.67 

259.3 

49.5 

2.67 

112 


ST.  PAUL,  FOUNDRY  CO. 


DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM  ROLLED  STEEL 

8"  H  COLUMNS. 


Section 

Number 


H.S 


Weight 


DIMENSIONS,  IN  INCHES. 


ot 

Section, 

lbs. 

per  Foot 

D 

Nominal 

T 

B 

W 

M 

N 

G 

31.5 

VA 

7 

16 

8.00 

.31 

.339 

.476 

11 X 

34.5 

8 

Vl 

8.00 

.31 

.462 

.538 

11X 

39.0 

OC 

oc\ 

9 

TS 

8.04 

.35 

.524 

.601 

11 A 

43.5 

8M 

x 

8.08 

.39 

.587 

.663 

11* 

48.0 

8Vs 

a 

8.12 

.43 

.649 

.726 

11  xi 

53.0 

8  X 

X 

8.16 

.47 

.712 

.788 

1  1  LA 

1  1  16 

57.5 

8% 

1  3 

16 

8.20 

.51 

.774 

.851 

12 

62.0 

8  Vi 

H 

8.24 

.55 

.837 

.913 

12* 

67.0 

8Vs 

LA 

16 

8.28 

.59 

.899 

.976 

12X 

71.5 

9 

i 

8.32 

.63 

.962 

1.038 

12  M 

76.5 

9  A 

1* 

8.36 

.67 

1.024 

1.101 

12X 

81.0 

9 X 

IX 

8.39 

.70 

1.087 

1.163 

12X 

85.5 

9Vs 

i  A 

8.43 

.74 

1.149 

1.226 

12X 

90.5 

9  M 

1 X 

8.47 

.78 

1.212 

1.288 

12M 

ST.  PAUL  FOUNDRY  CO. 


113 


DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM  ROLLED  STEEL 

8"  H  COLUMNS. 


Weight 

of 

Section 

lbs. 

per  Foot 

Area 

AXIS  XX. 

AXIS  YY. 

of 

Section, 

Square 

Inches 

Moment 
of  Inertia 

I 

Section 

Modulus 

s 

Radius  of 
Gyration, 
Inches 

r 

Moment 
of  Inertia 

I ' 

Section 

Modulus 

S' 

Radius  of 
Gyration, 
Inches 

r' 

Section 

Number 

31.5 

9.17 

105.7 

26.9 

3.40 

35.8 

8.9 

1.98 

34.5 

10.17 

121.5 

30.4 

3.46 

41.1 

10.3 

2.01 

39.0 

11.50 

139.5 

34.3 

3.48 

47.2 

11.7 

2.03 

43.5 

12.83 

158.3 

38.4 

3.51 

53.4 

13.2 

2.04 

48.0 

14.18 

177.7 

42.4 

3.54 

59.8 

14.7 

2.05 

53.0 

15.53 

197.8 

46.5 

3.57 

66.3 

16.3 

2.07 

57.5 

16.90 

218.6 

50.7 

3.60 

73.1 

17.8 

2.08 

HS 

62.0 

18.27 

240.2 

54.9 

3.63 

80.0 

19.4 

2.09 

67.0 

19.66 

262.5 

59.2 

3  65 

87.1 

21.0 

2.11 

71.5 

21.05 

285.6 

63.5 

3.68 

94.4 

22.7 

2.12 

76.5 

22.46 

309.5 

67.8 

3.71 

101.9 

24.4 

2.13 

81.0 

23.78 

333.5 

72.1 

3.75 

109.2 

26.0 

2.14 

85.5 

25.20 

359.0 

76.6 

3.77 

117.2 

27.8 

2.16 

90.5 

26.64 

385.3 

81.1 

3.80 

125.1 

29.6 

2.17 

114 


ST.  PAUL  FOUNDRY  CO 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER  BEAMS, 


IN  TONS  OF  2,000  LBS. 

Beams  Being  Secured  Against  Yielding  Sideways. 


Span 

in 

Feet 

30  "G 

Add 

for 

each 

lb. 

inc. 

in 

Wgt. 

28  "G 

Add 

for 

each 

lb. 

inc. 

in. 

Wgt. 

21' 

G 

Add 

for 

each 

lb. 

inc. 

in 

Wgt. 

G30a 

G30 

G2Sa 

G2S 

G26a 

G26 

200  lbs. 

180  lbs. 

180  lbs. 

165  lbs. 

160  lbs. 

150  lbs. 

IS 

180.75 

161.87 

.44 

153.75 

138.89 

.41 

128.11 

117.47 

.38 

!<> 

171.24 

153.35 

.41 

145 .66 

131.58 

.39 

121.37 

111.29 

.36 

20 

162.68 

145.68 

.39 

138.38 

125.00 

.37 

115.30 

105.72 

.34 

21 

154.93 

138.74 

.37 

131.79 

119.05 

.35 

109.81 

100.69 

.32 

«»«> 

147.89 

132.44 

.36 

125.80 

113.64 

.33 

104.82 

96.11 

.31 

211 

141.46 

126.68 

.34 

120.33 

108.70 

.32 

100.26 

91.93 

.30 

24 

135.56 

121.40 

.33 

115.31 

104.17 

.31 

96.08 

88.10 

.28 

25 

130.14 

116.55 

.31 

110.70 

100.00 

.29 

92.24 

84.58 

.27 

20 

125.14 

112.06 

.30 

106.44 

96.16 

.28 

88.69 

81.32 

.26 

27 

120.50 

107.91 

.29 

102.50 

92.60 

.27 

85.41 

78.31 

.25 

2S 

116.20 

104.06 

.28 

98.84 

89.29 

.26 

82.36 

75.52 

.24 

20 

112.19 

100.47 

.27 

95.43 

86.21 

.25 

79.52 

72.91 

.23 

:to 

108.45 

97.12 

.26 

92.25 

83.34 

.24 

76.87 

70.48 

.23 

:e  s 

104.95 

93.99 

.25 

89.27 

80.65 

.24 

74.39 

68.21 

.22 

32 

101.67 

91.05 

.25 

86.48 

78.13 

.23 

72.06 

66.08 

.21 

33 

9S.59 

88.29 

.24 

83.86 

75.76 

.22 

69.88 

64.07 

.21 

34 

95.69 

85.70 

.23 

81.40 

73.53 

.22 

67.82 

62.19 

.20 

35 

92.96 

83.25 

.22 

79.07 

71.43 

.21 

65.88 

60.41 

.19 

30 

90.38 

80.93 

.22 

76.88 

69.45 

.20 

64 . 05 

58.73 

.19 

37 

S7.93 

78.75 

.21 

74.80 

67.57 

.20 

62.32 

57.15 

.18 

3S 

85 . 62 

76.67 

.21 

72.83 

65.79 

.19 

60.68 

55.64 

.18 

30 

83.42 

74.71 

.20 

70.96 

64.10 

.19 

59.13 

54.22 

.17 

40 

81.34 

72.84 

.20 

69.19 

62.50 

.18 

57.65 

52.86 

.17 

41 

79.35 

71.06 

.19 

67 . 50 

60.98 

.18 

56.24 

51.57 

.17 

42 

77.47 

69.37 

.19 

65.89 

59 . 53 

.17 

54.90 

50.34 

.16 

43 

75.66 

67.76 

.18 

64.36 

58.14 

.17 

53.63 

49.17 

.16 

44 

73.94 

66.22 

.18 

62.90 

56.82 

.17 

52.41 

48.06 

.15 

72.30 

64.75 

.17 

61 .50 

55.56 

.16 

51.24 

46.99 

.15 

40 

70.73 

63.34 

.17 

60.16 

54.35 

.16 

50.13 

45.97 

.15 

47 

69.22 

61.99 

.17 

58.88 

53.19 

.16 

49.06 

44.99 

.14 

4S 

67.78 

60.70 

.16 

57.66 

52.09 

.15 

48.04 

44.05 

.14 

Safe  loads  given  include  weight  of  beam. 
Maximum  fiber  stress,  16,000  lbs.  per  square  inch. 


ST.  PAUL  FOUNDRY  OO.  115 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER  BEAMS, 

IN  TONS  OF  2,000  Lbs. 


Beams  Being  Secured  Against  Yielding  Sideways. 


Span 

in 

Feet 

24 

"G 

Add 

for 

each 

lb. 

Incr 

in 

Wgt. 

20  "G 

Add 

for 

each 

lb. 

Incr. 

in 

Wgt. 

1S"G 

Add 

for 

each 

lb. 

Incr. 

in 

Wgt. 

G24a 

G24 

G20a 

020 

G1S 

140  lbs. 

120  lbs. 

140  lbs. 

112  lbs 

92  lbs. 

12 

155.61 

133.60 

.52 

130.43 

104.09 

.44 

78.59 

.39 

13 

143 .64 

123.33 

.48 

120  40 

96  09 

.40 

72.54 

.36 

14 

133.38 

114.52 

.45 

111  80 

89  23 

.37 

67.36 

.34 

15 

124.48 

106.88 

.42 

104.34 

83.28 

.35 

62.87 

.31 

10 

116.71 

100.20 

.39 

97.82 

78.07 

.33 

58.94 

.29 

1J 

109.84 

94.31 

.37 

92.07 

73.48 

.31 

55.47 

.28 

IS 

103.74 

8Q  07 

.35 

86.95 

69.40 

.29 

52.39 

.20 

io 

98.28 

84  38 

.33 

82.38 

65.74 

.28 

49.63 

.25 

20 

93.37 

80.16 

.31 

78.26 

62.46 

.26 

47.15 

.24 

21 

88.92 

76.35 

.30 

74.53 

59.48 

.25 

44.91 

.22 

22 

84.88 

72.88 

.29 

71.14 

56.78 

.24 

42.87 

.21 

23 

81.19 

69.71 

.27 

68.05 

54.31 

.23 

41.00 

.20 

24 

77.80 

66.80 

.26 

65.22 

52.05 

.22 

39.29 

.20 

25 

74.69 

64.15 

.25 

62.61 

49.97 

.21 

37.72 

.19 

20 

71.82 

61.66 

.24 

60.20 

48.04 

.20 

36.27 

.18 

27 

69.16 

59.38 

.23 

57.97 

46.26 

.19 

34.93 

.17 

2S 

66 .69 

57.26 

.22 

55.90 

44.61 

.19 

33.68 

.17 

20 

64.39 

55.29 

.22 

53.97 

43.07 

.18 

32.52 

.16 

30 

62.24 

53.44 

.21 

52.17 

41.64 

.17 

31.43 

.16 

31 

60.24 

51.72 

.20 

50.49 

40.30 

.17 

30.42 

.15 

32 

58.35 

50.10 

.20 

48.91 

39.04 

.16 

29.47 

.15 

33 

56.58 

48.58 

.19 

47.43 

37.85 

.16 

28.58 

.14 

34 

54.92 

47.15 

.18 

46.04 

36.74 

.15 

27.74 

.14 

35 

53.35 

45.81 

.18 

44.72 

35.69 

.15 

26.94 

.13 

30 

51.87 

44.54 

.17 

43.48 

34.70 

.15 

26.20 

.13 

37 

50.47 

43.33 

.17 

42.30 

33.76 

.14 

.13 

38 

49.14 

42.19 

.17 

41.19 

32.87 

.14 

24  82 

.12 

30 

47.88 

41.11 

.16 

40.13 

32.03 

.13 

24  18 

.12 

40 

46.68 

40.08 

.16 

39.13 

31.23 

.13 

23.58 

.12 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 

inch. 

Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web  crippling. 

Safe  loads  given  below  the  dotted  line  produce  deflections  exceeding  1-360  of  the  span. 


ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER  BEAMS, 

IN  TONS  OF  2,000  LBS. 

Beams  Being  Secured  Against  Yielding  Sideways. 


15"G 

Add  for 
each 
lb. 

Inc.  in 

12  "G 

Add  for 

each 

lb. 

Inc.  in 

Span, 

in 

Feet 

GI5b 

G  1  3a 

G15 

G12a 

G12 

140  lbs. 

104  lbs. 

73  lbs. 

Wgt. 

70  lbs. 

55  lbs. 

Wgt. 

10 

113.26 

86.76 

62.83 

.39 

47.89 

38.40 

.31 

tl 

102.96 

78.88 

57.12 

.36 

43.54 

34.91 

.29 

12 

94.38 

72.30 

52.36 

.33 

39.91 

32.00 

.26 

13 

87.12 

66.74 

48.33 

.30 

36.84 

29.54 

.24 

14 

80  90 

61 .97 

44.88 

.28 

34.21 

27.43 

.22 

15 

75.51 

57.84 

41.89 

.26 

31 .93 

25.60 

.21 

10 

70.79 

54.23 

39.27 

.25 

29.93 

24.00 

.20 

17 

66.62 

51 .04 

36.96 

.23 

28.17 

22.59 

.19 

IS 

62  92 

48.20 

34.91 

.22 

26.61 

21.33 

.18 

IO 

59.61 

45.67 

33.07 

.21 

25.21 

20.21 

.17 

20 

56.63 

43.38 

31.42 

.20 

23.95 

19.20 

.16 

21 

53.93 

41.32 

29.92 

.19 

22.81 

18.28 

.15 

OO 

51 .48 

39.44 

28.56 

.18 

21.77 

17.45 

.14 

23 

49.24 

37.72 

27.32 

.17 

20.82 

16.69 

.14 

24 

47.19 

36.15 

26.18 

.16 

19.95 

16.00 

.13 

23 

45.30 

34.71 

25.13 

.16 

19.16 

15.36 

.13 

20 

43.56 

33.37 

24.17 

.15 

18.42 

14.77 

.12 

27 

41.95 

32.13 

23.27 

.15 

17.74 

14.22 

.12 

2S 

40.45 

30.99 

22.44 

.14 

17.10 

13.71 

.11 

20 

39.05 

29.92 

21 .67 

.14 

16.51 

13.24 

.11 

30 

_  37\75  _ 

28.92 

20. 94 

.13 

15.96 

12.80 

.10 

31 

36.54 

27.99 

20.27 

.13 

15.45 

12.39 

.10 

32 

35.39 

27.11 

19.63 

.12 

14.97 

12.00 

.10 

33 

34.32 

26.29 

19.04 

.12 

14.51 

11 .64 

.10 

34 

33.31 

25.52 

18.48 

.12 

14.09 

11 .29 

.09 

35 

32.36 

24.79 

17.95 

.11 

13.68 

10.97 

.09 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 
inch. 

Load  given  above  the  heavy  line  is  greater  than  safe  load  for  web  crippling. 

Safe  loads  given  below  the  dotted  lines  produce  deflections  exceeding  1-360  of  the  span. 


ST.  PAUL  FOUNDRY  CO 


117 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 


BETHLEHEM  GIRDER  BEAMS, 


IN  TONS  OF  2,000  LBS. 

Beams  Being  Secured  Against  Yielding  Sideways. 


Span, 

in 

Feet 

10"G 

Add  for 
each  lb. 
Increase 
in 

Weight 

Span, 

in 

Feet 

0"G 

Add  for 
each  lb. 
Increase 
in 

Weight 

8"G 

Add  for 
each  lb. 
Increase 
in 

Weight 

GIO 

GO 

GS 

44  lbs. 

38  lbs. 

32.5  lbs. 

io 

26.05 

.26 

5 

40.50 

.47 

30.51 

.42 

1 1 

23.68 

.24 

O 

33.75 

.39 

25.42 

.35 

12 

21.71 

.22 

7 

28.93 

.34 

21.79 

.30 

IS 

20.04 

.20 

8 

25731 

.29 

19.07 

.26 

14 

18.61 

.19 

O 

22.50 

.26 

16.95 

.23 

15 

17.37 

.17 

IO 

20.25 

.23 

15.25 

.21 

Iff 

16.28 

.16 

II 

18.41 

.21 

13.87 

.19 

1  7 

15.32 

.15 

12 

16.88 

.20 

12.71 

.17 

IS 

14  .47 

.15 

13 

15.58 

.18 

11.73 

.16 

Iff 

13.71 

.14 

14 

14.47 

.17 

10.90 

.15 

20 

13.03 

.13 

15 

13.50 

.16 

10.17 

.14 

mmm  au  mm 

21 

12.40 

.12 

Iff 

12.66 

.15 

9.53 

.13 

•2*2 

11.84 

.12 

17 

11.91 

.14 

* 1  97*  ™ 

.12 

23 

11.33 

.11 

18 

11.25 

.13 

8  47 

.12 

24 

10.85 

.11 

IO 

.12 

.11 

25 

10.42 

.10 

20 

10.13 

.12 

7.63 

.10 

26 

10.02 

.10 

21 

9.64 

.11 

7.26 

.10 

27 

9.65 

.10 

9.21 

.11 

6.93 

.09 

28 

9.30 

.09 

23 

8.80 

.10 

6.63 

.09 

20 

8.98 

.09 

24 

8.84 

.10 

6.36 

.08 

30 

8.68 

.09 

25 

8.10 

.09 

6.10 

.08 

31 

8.40 

.08 

2ff 

7.79 

.09 

32 

8.14 

.08 

27 

7.50 

.09 

33 

7.89 

.08 

28 

7.23 

.08 

34 

7 .66 

.08 

20 

6.98 

.08 

35 

7.44 

.07 

30 

6.75 

.0 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 
inch. 

Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web  crippling. 

Safe  loads  given  below  the  dotted  lines  produce  deflections  exceeding  1-360  of  the  span. 


118  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  I  BEAMS 


IN  TONS  OF  2,000  LBS. 

Beams  being  secured  against  yielding  sideways. 


Span, 

in 

Feet 

30  I 

Add  for 
each  11). 
Incr. 
in 

Weight 

2S"I 

Add  for 
each  lb. 
Incr. 
in 

Weight 

20  I 

Add  for 
each  lb. 
Incr. 
in 

Weight 

Span, 

in 

Feet 

241 

Add  for 
each  lb. 
Incr. 
in 

Weight 

B30 

B2S 

B2G 

B24a 

B24 

120  lbs. 

105  lbs. 

90  lbs. 

84  lbs. 

73  lbs. 

IS 

103.50 

.44 

84.95 

.41 

67.86 

.38 

12 

88.22 

77.45 

.52 

19 

98.05 

.41 

80.48 

.39 

64.29 

.36 

13 

81.43 

71.49 

.48 

20 

93.15 

.39 

76.46 

.37 

61.07 

.34 

14 

75.62 

66.38 

.45 

21 

88.71 

.37 

72.82 

.35 

58.16 

.32 

15 

70.58 

61.96 

.42 

OO 

84.68 

.36 

69.51 

.33 

55.52 

.31 

in 

66.16 

58.08 

.39 

23 

81.00 

.34 

66.49 

.32 

53.11 

.30 

1? 

62.27 

54.67 

.37 

24 

77.62 

.33 

63.72 

.31 

50.89 

.28 

IS 

58.81 

51 .63 

.35 

25 

74.52 

.31 

61.17 

.29 

48.86 

.27 

19 

57.72 

48.91 

.33 

20 

71.65 

.30 

58.81 

.18 

46.98 

.26 

20 

52.93 

46.47 

.31 

27 

69.00 

.29 

56.64 

.27 

45.24 

.25 

21 

50.41 

44.26 

.30 

2S 

66.54 

.28 

54.61 

.26 

43.62 

.24 

OO 

48.12 

42.24 

.29 

29 

64.24 

.27 

52.73 

.25 

42.12 

.23 

23 

46.03 

40.41 

.27 

30 

62.10 

.26 

50.97 

.24 

40.71 

.23 

24 

44.11 

38.72 

.26 

31 

60.10 

.25 

49.33 

.24 

39.40 

.22 

25 

42.35 

37.17 

.25 

32 

58.22 

.25 

47.79 

.23 

38.17 

.21 

26 

40.72 

35.74 

.24 

33 

56 .45 

.24 

46.34 

.22 

37.01 

.21 

27 

39.21 

34.42 

.23 

34 

54.79 

.23 

44.98 

.22 

35.92 

.20 

2S 

37.81 

33.19 

.22 

35 

53.23 

.22 

43.69 

.21 

34.90 

.19 

29 

36.50 

32.05 

.22 

30 

35.29 

30.98 

21 

30 

51 .75 

.22 

42.48 

.20 

33.93 

.19 

37 

50.35 

.21 

41.33 

.20 

33.01 

.18 

31 

34.15 

29.98 

.20 

3S 

49.03 

.21 

40.24 

.19 

32.14 

.18 

32 

33.  OS 

29.04 

.20 

39 

47.77 

.20 

39.21 

.19 

31.32 

.17 

33 

32.08 

28.16 

.19 

40 

46.57 

.20 

38.23 

.19 

30.54 

.17 

34 

31.14 

27.33 

.19 

41 

45.44 

.19 

37.30 

.18 

29.79 

.17 

33 

30.25 

26.55 

.18 

42 

44.36 

.19 

36.41 

.18 

29.08 

.16 

30 

29.41 

25.82 

.17 

43 

43.33 

.18 

35.56 

.17 

28.41 

.16 

37 

28.61 

25.12 

.17 

44 

42.34 

.18 

34.75 

.17 

27.76 

.15 

3S 

27.86 

24.46 

.17 

45 

41 .40 

.17 

33.98 

.16 

27.14 

.15 

39 

27.14 

23.83 

.16 

40 

40.50 

.17 

33.24 

.16 

26 . 55 

.15 

40 

26.47 

23.23 

.16 

47 

39.64 

.17 

32.54 

.16 

25.99 

.14 

4S 

38.81 

.16 

31.86 

.15 

25  15 

.14 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 
inch. 

Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web  crippling. 


ST.  PAUL  FOUNDRY  CO. 


119 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  I  BEAMS 


IN  TONS  OF  2,000  LBS. 

Beams  being  secured  against  yielding  sideways. 


Span, 

in 

Feet 

20  I 

Add  for 

18"! 

Add  for 
each  lb. 
Incr. 
in 

Wgt. 

B20a 

B2G 

each  lb. 
Incr. 
in 

Wgt. 

BIS 

82  lbs. 

72  lbs. 

69  lbs. 

64  lbs. 

59  lbs. 

59  lbs. 

54  lbs. 

48.5  lbs. 

12 

69.33 

65.18 

56.40 

54.32 

52.10 

.44 

43.62 

41.58 

39.42 

.39 

13 

63.99 

60.17 

52.06 

50.14 

48.09 

.40 

40.26 

38.38 

36.39 

.36 

14 

59.42 

55.87 

48.34 

46.56 

44.65 

.37 

37.39 

35.64 

33.79 

.34 

15 

55.46 

52.14 

45.12 

43.45 

41.68 

.35 

34.90 

33.26 

31.54 

.31 

16 

51.99 

48.88 

42.30 

40.74 

39.07 

.33 

32.71 

31.18 

29.56 

.29 

17 

48.94 

46.01 

39.81 

38.34 

36.77 

.31 

30.79 

29.35 

27.83 

.28 

IS 

46.22 

43.45 

37.60 

36.21 

34.73 

.29 

29.08 

27.72 

26.28 

.26 

19 

43.78 

41.17 

35.62 

34.31 

32.90 

.28 

27.55 

26.26 

24.90 

.25 

20 

41.60 

39.11 

33.84 

32.59 

31.26 

.26 

26.17 

24.95 

23.65 

.24 

21 

39.61 

37.25 

32.23 

31.04 

29.77 

.25 

24.93 

23.76 

22.53 

.22 

oo 

jm 

37.81 

35.55 

30.76 

29.63 

28.42 

.24 

23.79 

22.68 

21.50 

.21 

23 

36.17 

34.01 

29.42 

28.34 

27.18 

.23 

22.76 

21.70 

20.57 

.21 

24 

34.66 

32.59 

28.20 

27.16 

26.05 

.22 

21.81 

20.79 

19.71 

.20 

25 

33.28 

31.29 

27.07 

26.07 

25.01 

.21 

20.94 

19.96 

18.92 

.19 

20 

32.00 

30.08 

26.03 

25.07 

24.04 

.20 

20.13 

19.19 

18.19 

.18 

27 

30.81 

28.97 

25.07 

24.14 

23.15 

.19 

19.39 

18.48 

17.52 

.17 

2S 

29.71 

27.93 

24.17 

23.28 

22.33 

.19 

18.69 

17.82 

16.89 

.17 

29 

28.69 

26.97 

23.34 

22.48 

21.56 

.18 

18.05 

17.21 

16.31 

.16 

30 

27.73 

26.07 

22.56 

21.73 

20.84 

.17 

17.45 

16.63 

15.77 

.16 

31 

26.84 

25.23 

21.83 

21.03 

20.17 

.17 

16.88 

16.10 

15.26 

.  15 

32 

26.00 

24.44 

21 .15 

20.37 

19.54 

.16 

16.36 

15.59 

14.78 

.15 

33 

25.21 

23.70 

20.51 

19.75 

18.94 

.16 

15.86 

15.12 

14.33 

.14 

34 

24.47 

23.00 

19.90 

19.17 

18.39 

.15 

15.40 

14.68 

13.91 

.14 

35 

23.77 

22.35 

19.34 

18.62 

17.86 

.15 

14.96 

14.26 

13.52 

.13 

30 

23.11 

21.73 

18.80 

18.11 

17.37 

.15 

14.54 

13.86 

13.14 

.13 

37 

22.48 

21.14 

18.29 

17.62 

16.90 

.14 

14.15 

“1*1“ 

12.78” 

.13 

3S 

21.89 

20.58 

17.81 

17.15 

16.45 

.14 

13.77 

13.13 

12.45 

.12 

39 

21.33 

20.06 

17.35 

16.71 

16.03 

.13 

13.42 

12.79 

12.13 

.12 

40 

20.80 

19.55 

16.92 

16.30 

15.63 

.13 

13.09 

12.47 

11.83 

.12 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  10,000  lbs.  per  square 
inch. 

Load  given  above  the  heavy  line  exceeds  safe  load  for  web  crippling. 

Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  1-300  of  the  span. 


120  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  I  BEAMS 


IN  TONS  OF  2,000  LBS.' 

Beams  being  secured  against  yielding  sideways. 


Span, 

in 

Feet 

15  1 

Add  for 
each  lb. 
Incr. 
in 

Wgt. 

Span, 

in 

Feet 

12  T 

B15b 

B 1 5  a 

B15 

B12a 

B1 

2 

71  lbs. 

54  lbs. 

46  lbs. 

41  lbs. 

38  lbs. 

36  lbs. 

32  lbs. 

28.5  IDs. 

12 

47.18 

36.15 

28.73 

27.06 

26.23 

.33 

9 

26.59 

22.57 

21.36 

13 

43.55 

33.37 

26.52 

24.98 

24.21 

.30 

io 

23.93 

20.31 

19.22 

14 

40.44 

30.99 

24.62 

23.19 

22.48 

.28 

15 

37.75 

28.92 

22.98 

21 .65 

20.98 

.25 

Zl  .  i  0 

lo  .40 

1  (  Al 

12 

19.94 

16.92 

16.02 

1G 

35.39 

27.11 

21 .55 

20.30 

19.67 

.26 

13 

IS. 41 

15.62 

14.79 

17 

33.30 

25.52 

20.28 

19.10 

18.51 

.23 

14 

17.09 

14.51 

13.73 

IS 

31.45 

24.10 

19.15 

18.04 

17.49 

.22 

15 

15.95 

13.54 

12.81 

19 

29.80 

22.83 

18.14 

17.09 

16.56 

.21 

1G 

14.96 

12  69 

12.01 

20 

28.31 

21.69 

17.24 

16.24 

15.74 

.20 

rr 

14.08 

11.95 

11.31 

21 

26.96 

20.66 

16.42 

15.46 

14.99 

.19 

18 

13.30 

11.28 

10.68 

OO 

25.74 

19.72 

15.67 

14.76 

14.31 

.18 

19 

12.60 

10.69 

10.12 

23 

24.62 

18.86 

14.99 

14.12 

13.68 

.17 

20 

11.97 

10.15 

9.61 

24 

23.59 

18.07 

14.36 

13.53 

13.11 

.16 

25 

22.65 

17.35 

13.79 

12.99 

12.59 

.16 

11  .4U 

9.67 

10.88 

9.23 

8.74 

26 

21.78 

16.68 

13.26 

12.49 

12.11 

.15 

23 

10.41 

8.83 

8.36 

27 

20.97 

16.07 

12.77 

12.03 

11.66 

.15 

24 

9.97 

8.46 

8.01 

28 

20.22 

15.49 

12.31 

11.60 

11.24 

.14 

25 

9.57 

8.12 

7.69 

29 

19.52 

14.96 

11.89 

11.20 

10.85 

.14 

30 

18.87 

14.46 

11.49 

10. S2 

10.49 

.13 

y  .z  u 

7  .81 

i  .oy 

a  M  *■ 

a  a  3  D-5 

m  a  m  jm 

wm  m  h-  m 

27 

8.S6 

7.52 

7.12 

31 

18.26 

13.99 

11.12 

10.47 

10.15 

.13 

28 

8.55 

7.25 

6.86 

32 

17.69 

13.56 

10.77 

10.15 

9.84 

.12 

29 

8.25 

7.00 

6.63 

33 

17.16 

13.15 

10.45 

9.84 

9.54 

.12 

30 

9.98 

6.77 

6.41 

34 

16 .65 

12.76 

10.14 

9.55 

9.26 

.12 

16.18 

12.39 

9.85 

9.28 

8.99 

.11 

m 

7.72 

6.55 

6.20 

32 

7.48 

6.35 

6.01 

3G 

15.73 

12.05 

9.58 

9.02 

8.74 

.11 

33 

7.25 

6.15 

5.82 

37 

15.30 

11.72 

9.32 

8.78 

8.51 

.11 

34 

7.04 

5.97 

5.65 

38 

14.90 

11.42 

9.07 

8.55 

8.28 

.10 

35 

6.84 

5.80 

5.49 

39 

14.52 

11.12 

8.S4 

8.33 

8.07 

.10 

40 

14.15 

10.84 

8.62 

8.12 

7.87 

.10 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 
inch. 

Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  1-360  of  the  span. 


ST.  PAUL,  FOUNDRY  CO.  121 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  I  BEAMS, 


IN  TONS  OF  2,000  LBS. 

Beams  being  secured  against  yielding  sideways. 


Span, 

in 

Feet 

lO'T 

Add  for 
each  lb. 
Incr. 
in 

Wgt. 

Span, 

in 

Feet 

9 

"I 

Add  for 
each  lb. 
Incr. 
in 

Wgt. 

8 

"I 

Add  for 
each  lb. 
Incr. 
in 

Wgt. 

BIO 

B9 

B8 

28.5  lbs. 

23.5  lbs. 

24  lbs. 

20  lbs. 

19.5  lbs. 

17.5  lbs 

9 

15.95 

14.57 

.29 

5 

21.83 

20.18 

.47 

16.16 

15.30 

.42 

lO 

14.35 

13.11 

.26 

1  1 

13.05 

11.92 

.24 

O 

18.19 

16.81 

.39 

13.46 

12.75 

.35 

12 

11.96 

10.92 

22 

7 

15.60 

14.41 

.34 

11.54 

10.93 

.30 

Ill 

11.04 

10.08 

.20 

8 

13.65 

12.61 

.29 

10.10 

9.57 

.26 

14 

10.25 

9.36 

.19 

9 

12.13 

11.21 

.26 

8.98 

8.50 

.23 

15 

9.57 

8.74 

.17 

HI 

10.92 

10.09 

.24 

8.08 

7.65 

.21 

10 

8.97 

8.19 

.16 

11 

9.92 

9.17 

.21 

7.34 

6.96 

.19 

1  7 

8.44 

7.71 

.15 

12 

9.10 

8.41 

.20 

6.73 

6.38 

.17 

18 

7.97 

7.28 

.15 

13 

8.40 

7.76 

.18 

6.21 

5.89 

.16 

HI 

7 . 55 

6.90 

.14 

14 

7.80 

7.21 

.17 

5.77 

5.47 

.  15 

20 

7.18 

6.55 

.13 

1  5 

7.28 

6.73 

.16 

5.39 

5.10 

.14 

x  m  am 

«  i  m  mm 

21 

6.84 

6.24 

.12 

io 

6.82 

6.31 

.15 

5.05 

4.78 

.13 

22 

6.52 

5.96 

.12 

1  7 

d  .yd 

.14 

4.75 

4  50 

.12 

23 

6.24 

5.70 

.11 

18 

6.07 

5.61 

.13 

4.49 

4.25 

.12 

24 

5.98 

5.46 

.11 

19 

5.75 

5.31 

.13 

4.25 

4.03 

.11 

25 

5.74 

5.24 

.10 

20 

5.46 

5.04 

.12 

4.04 

3.83 

.11 

20 

5.52 

5.04 

.10 

21 

5.20 

4.80 

.11 

3.85 

3.64 

.10 

27 

5.32 

4.86 

.10 

OO 

4.96 

4.59 

.11 

3.67 

3.48 

.10 

2S 

5.13 

4.68 

.09 

23 

4.75 

4.39 

.10 

3.51 

3.33 

.09 

29 

4.95 

4.52 

.09 

24 

4 . 55 

4.20 

.10 

3.37 

3.19 

.09 

30 

4.78 

4.37 

.09 

25 

4.37 

4.04 

.10 

3.23 

3.06 

.08 

31 

20 

4.20 

3.88 

.09 

32 

27 

4.04 

3.74 

.09 

33 

28 

3.90 

3.60 

.09 

34 

1 

29 

3.76 

3.4S 

.08 

35 

1 

30 

3.64 

3.36 

.08 

Safe  loads  given  include  weight  of  beam.  Maximum  fiber  stress,  16,000  lbs.  per  square 
inch. 

Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  1-360  of  the  span. 


122  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  GIRDER  BEAMS 

USED  AS  COLUMNS. 

SQUARE  ENDS. 

Allowable  stress  per  square  inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000 — 55  \  for  lengths  over  55  radii. 


L 

0 

-Q 

g 

a 

c3 

0  . 

o 

o 

£ 

fl 

.2 

W 

.2 

a 

Unsupported  I.en 

gth 

of  Columns,  in  Feet. 

d 

fc 

fl 

o 

~C  0 
-d  fl 

ht  pei 
Lbs. 

m 

8-1 

O 

— 1 

01 

Tl 

ist  R? 
Gyrat 
Inche 

8 

9 

IO 

1  1 

12 

13 

o 

pt 

0 

•  d3 
*0 

0 

L. 

j'o 

Ft 

Ft 

Ft 

Ft 

Ft. 

Ft. 

m 

Q 

<1 

G30a 

30 

200 

0 

58 

71 

3 

28 

381 

6 

381 

6 

381 

6 

381 

6 

381.6 

381.6 

G39 

30 

180 

0 

53 

00 

2 

86 

344 

5 

344 

5 

344 

5 

344 

5 

344.5 

344.5 

G2Sa 

28 

180 

0 

52 

86 

3 

IS 

343 

6 

343 

6 

343 

6 

343 

6 

343.6 

343.6 

G2S 

28 

165 

0 

48 

47 

2 

77 

315 

1 

315 

1 

315 

1 

315 

1 

315.1 

312.7 

G2Ga 

2G 

160 

0 

46 

91 

3 

05 

304 

9 

304 

9 

304 

9 

304 

9 

304.9 

304.9 

G2G 

2G 

150 

0 

43 

94 

2 

68 

285 

6 

285 

6 

285 

6 

285 

6 

285.6 

281.2 

G24a 

24 

140 

0 

41 

16 

2 

90 

267 

5 

267 

5 

267 

5 

267 

5 

267.5 

267.5 

G24 

24 

120 

0 

35 

38 

2 

.66 

230 

0 

230 

0 

230 

0 

230 

0 

230.0 

225.8 

G20a 

20 

140 

0 

41 

19 

2 

.91 

267 

8 

267 

8 

267 

8 

267 

8 

267.8 

267.8 

G20 

20 

112 

0 

32 

81 

2 

.70 

213 

3 

213 

3 

213 

3 

213 

3 

213.3 

210.4 

G1S 

IS 

92 

0 

27 

12 

2 

.59 

176 

3 

176 

3 

176 

3 

176 

3 

175.5 

172.0 

G15b 

13 

140 

0 

41 

.27 

2 

.83 

268 

2 

268 

2 

268 

2 

268 

2 

268.2 

267.6 

G 1 3a 

13 

104 

0 

30 

.50 

2 

.64 

198 

3 

198 

3 

198 

3 

198 

3 

198.3 

194.4 

GI5 

13 

73 

0 

21 

.49 

2 

.39 

139 

7 

139 

7 

139 

7 

139 

3 

136.3 

133.4 

G 1  2  a 

12 

70 

0 

20 

.58 

2 

.36 

133 

.8 

133 

.8 

133 

8 

133 

0 

130.1 

127.3 

G12 

12 

00 

.0 

16 

.18 

2 

.24 

105 

.2 

105 

2 

105 

2 

103 

2 

100.9 

98.5 

GIO 

io 

44 

.0 

12 

.95 

2 

.10 

84 

.1 

84 

,i 

83 

.2 

81 

2 

79.2 

77.1 

GO 

9 

38 

.0 

11 

.22 

1 

.98 

72 

.9 

72 

.9 

71 

,i 

69 

.2 

67.3 

65.4 

GS 

8 

32 

.5 

9 

.54 

1 

.86 

62 

.0 

61 

.1 

59 

1 

.4 

57 

.7 

56.0 

54.3 

Beams  not  secured  against  yielding  sideways  and  free  to  fail  in  direction  of  least  radius 
of  gyration. 


ST.  PAUL  FOUNDRY  CO.  123 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  GIRDER  BEAMS 

USED  AS  COLUMNS. 

SQUARE  ENDS. 


Allowable  stress  per  square  inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000  — 55 — ^  for  lengths  over  55  radii, 
r 


UNSUPPORTED  LENGTH  OF  COLUMNS,  IN  FEET. 

d  £ 

O  o 

14 

1 .5 

1  C> 

18 

‘20 

«>«> 

24 

28 

32 

30 

o  d 

O  3 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

381.6 

381.6 

375.2 

363.4 

351.5 

339.7 

327.9 

304.3 

280.7 

257.0 

G30a 

338.4 

332.3 

326.2 

313.9 

301.7 

289.5 

277.2 

252.8 

228.3 

203.9 

G30 

343.6 

340.6 

335.1 

324.1 

313.1 

302.2 

291.2 

269.3 

247.3 

225.4 

G2Sa 

306.9 

301.1 

295.4 

283.8 

272.3 

260.7 

249.2 

226.1 

203.0 

179.9 

G2S 

304.2 

299.2 

294.1 

283.9 

273.8 

263.6 

253.5 

233.2 

212.9 

192.6 

G26a 

275.8 

270.4 

265.0 

254.1 

243.3 

232.5 

221 .7 

200.0 

178.4 

156.8 

G2G 

263.7 

259.0 

254.3 

245.0 

235.6 

226.2 

216.9 

198.1 

179.4 

160.7 

G24a 

221.4 

217.0 

212.6 

203.8 

194.9 

1S6.1 

177.3 

J.5!L7_ 

142.1 

124.4 

G24 

264.1 

259.5 

254.8 

245.5 

236.1 

226.8 

217.4 

198.8 

180.1 

161.4 

G20a 

206.4 

202.3 

198.3 

190.3 

182.3 

174.3 

166.2 

150.2 

134.2 

G  20 

168.6 

165.1 

161 .7 

154.8 

147.9 

140.9 

134.0 

1  120,2 

106.4 

G1S 

262.8 

258.0 

253.2 

243.5 

233.9 

224.3 

214.7 

195.4 

176.2 

G 1 3b 

190.6 

186.8 

183.0 

175.4 

167.8 

160.1 

152.5 

137.3 

122.0 

G15a 

13ft  4 

1">7  4 

124  5 

lis  5 

112  6 

106.7 

100  7 

88.9 

G15 

124.4 

121.5 

118.6 

112.9 

107.1 

101.4 

95.6 

84.1 

G  J  2a 

96.1 

93.7 

91 .3 

86.6 

81 .8 

77.0 

72.3 

62.7 

G12 

75  1 

73  i 

71  n 

fi7  ft 

62  9 

58  8 

54  .7 

GIO 

63.6 

61.7 

59.8 

56.1 

52.4 

48.6 

44.9 

GO 

52.7 

51.0 

43.9 

45.9 

42.5 

39.1 

35.7 

08 

Loads  given  to  the  right  of  the  zigzag  line  arc  for  lengths  greater  than  125  radii  of 
gyration. 


124  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  I  BEAMS 


USED  AS  COLUMNS. 

SQUARE  ENDS. 


11 

43  -+£ 

Ja  o 

bfi^O 

GO 

TJ 

cS  ’ 

a 

-P> 

CO 

o 

CO 

3 

d  . 

C  03 

r-  CJ 

UNSUPPORTED  LENGTH  OF  COLUMNS 

o  c 

h»Ph  o 

QJ  ^ 

3 

u 

o  • 

F'c 

rf  3 

GC-Z; 

p  3 
c 

5-1 

r*  Qj 

r 

0 

Ph 

o 

h-H 

rt 

d 

Ft 

O 

Ft 

7 

Ft 

S 

Ft 

o 

Ft 

IO 

Ft. 

B30 

30 

120 

0 

35 

.30 

2 

16 

229 

5 

229 

5 

229 

5 

229 

5 

229 

5 

228.5 

BUS 

28 

105 

0 

30 

.88 

2 

06 

200 

7 

200 

7 

200 

7 

200 

7 

200 

7 

197.6 

B26 

20 

90 

0 

26 

.49 

i 

95 

172 

2 

172 

2 

172 

2 

172 

2 

171 

6 

167.1 

B24a 

24 

84 

0 

24 

.80 

i 

92 

161 

2 

161 

2 

161 

2 

161 

2 

160 

0 

155.8 

B24 

24 

83 

0 

24 

.59 

i 

78 

159 

9 

159 

9 

159 

9 

159 

9 

155 

7 

151.2 

24 

73 

0 

21 

.47 

i 

86 

139 

6 

139 

6 

139 

6 

139 

6 

137 

5 

133.7 

B20a 

20 

82 

0 

24 

.17 

i 

82 

157 

1 

157 

1 

157 

1 

157 

1 

153 

9 

149.5 

20 

72 

0 

21 

.37 

i 

S8 

138 

9 

138 

9 

138 

9 

138 

9 

137 

2 

133.5 

20 

69 

0 

20 

.26 

i 

59 

131 

7 

131 

7 

131 

7 

128 

4 

124 

2 

120.0 

B20 

20 

64 

0 

18 

.86 

i 

62 

122 

6 

122 

6 

122 

6 

120 

1 

116 

3 

112.5 

20 

59 

0 

17 

.36 

i 

66 

112 

8 

112 

8 

112 

8 

111 

3 

107 

8 

104.4 

18 

59 

0 

17 

.40 

i 

50 

113 

1 

112 

4 

112 

4 

108 

6 

104 

8 

100.9 

BIS 

IS 

54 

0 

15 

.87 

i 

54 

103 

2 

103 

2 

103 

2 

99 

8 

96 

4 

93.0 

IS 

52 

0 

15 

.24 

i 

56 

99 

i 

99 

1 

99 

i 

96 

_2 _ 

92 

9 

89.7 

IS 

48 

5 

14 

.25 

i 

59 

92 

7 

92 

7 

92 

7 

90 

4 

87 

4 

84.5 

B I  5b 

15 

71 

0 

20 

.95 

i 

71 

136 

2 

136 

2 

136 

2 

135 

3 

131 

2 

127  2 

B 1 5a 

1  5 

64 

0 

18 

.81 

i 

49 

1 22 

3 

122 

3 

121 

3 

117 

1 

113 

0 

108  -S 

1 5 

54 

0 

15 

.88 

i 

55 

103 

2 

103 

2 

103 

2 

100 

0 

96 

6 

93.3 

15 

46 

0 

13 

.52 

i 

36 

87 

9 

87 

9 

85 

2 

81 

9 

78 

6 

75.3 

B15 

15 

41 

0 

12 

.02 

i 

41 

78 

1 

78 

1 

76 

5 

73 

6 

70 

S 

68.0 

15 

38 

0 

11 

.27 

i 

44 

73 

2 

73 

2 

72 

i 

69 

5 

66 

9 

64.3 

B 1  2a 

12 

36 

0 

10 

.61 

i 

42 

69 

0 

69 

0 

67 

6 

65 

2 

62 

7 

60.2 

B12 

12 

32 

0 

9 

.44 

i 

30 

61 

4 

61 

2 

58 

8 

56 

4 

54 

0 

51.6 

12 

28 

5 

8 

.42 

i 

35 

54 

8 

54 

8 

53 

0 

50 

9 

48 

9 

46.8 

BIO 

io 

28 

5 

8 

.34 

i 

21 

54 

2 

53 

0 

50 

8 

48 

5 

46 

2 

44.0 

IO 

23 

5 

6 

.94 

i 

27 

45 

l 

44 

7 

42 

9 

41 

1 

39 

3 

37.5 

BO 

O 

24 

0 

7 

.04 

i 

20 

45 

8 

44 

7 

42 

8 

40 

9 

38 

9 

37.0 

O 

20 

0 

6 

.01 

i 

17 

39 

1 

37 

9 

36 

2 

34 

5 

32 

8 

31.1 

BS 

8 

IS 

5 

5 

.78 

i 

08 

37 

4 

35 

6 

33 

9 

32 

i 

30 

3 

28.6 

S 

17 

5 

5 

18 

i 

11 

33 

6 

32 

2 

30 

6 

29 

i 

27 

6 

26.0 

Beams  not  secured  against  yielding  sideways  and  free  to  fail  in  direction  of  least  radius 
of  gyration. 


ST.  PAUL  FOUNDRY  CO. 


125 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  I  BEAMS 


USED  AS  COLUMNS 
SQUARE  ENDS. 


UNSUPPORTED  LENGTH  OF  COLUMNS. 

1  1 

12 

i:t 

14 

1 5 

10 

IS 

20 

oo 

24 

o  3 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

£ 

223.1 

217.7 

212.3 

206.9 

201.5 

196.1 

185.3 

174.6 

163.8 

153.0 

B30 

192.6 

187.7 

182.7 

177.8 

172.9 

167.9 

158.0 

148.1 

138.2 

128.3 

B2S 

162.6 

158.1 

153.6 

149.1 

144.7 

140.2 

131.2 

122.3 

113.3 

104.3 

B2G 

151.5 

147.2 

143.0 

138.7 

134.4 

130.2 

121.7 

113.1 

104.6 

96.1 

B24a 

146.6 

142.0 

137.5 

132.9 

128.4 

123.8 

114.7 

105.6 

96.4 

B24 

129.9 

126.1 

122.3 

118.5 

114.6 

110.8 

103.2 

95.6 

88.0 

145.2 

140.8 

136.4 

132.0 

127.6 

123.2 

114.5 

105.7 

97.0 

129.7 

126.0 

122.2 

118.5 

114.7 

111.0 

103.4 

95.9 

88.4 

115.8 

111  .6 

107.4 

103.2 

99.0 

94.8 

86.4 

78.0 

108.6 

104  8 

100.9 

97.1 

93.3 

89.4 

81 .7 

74.0 

100.9 

97  5 

94.0 

90.6 

87.1 

83.7 

76.8 

69.9 

IS  JO 

97.1 

93  3 

89.5 

85.6 

81 .8 

78.0 

70.3 

62.7 

89.6 

86  2 

82.8 

79.4 

76.0 

72.6 

59.0 

86.5 

83  3 

89.0 

76.8 

73.6 

70.4 

63.9 

57.5 

BIS 

81.5 

78  5 

72.6 

69.7 

66.7 

60.8 

54.9 

123.1 

119.1 

115.0 

111.0 

107.0 

102.9 

94.8 

86.7 

B15b 

104  6 

100  5 

96  3 

92.1 

88.0 

83.8 

75.5 

67.2 

B 1  5a 

89.9 

72  1 

86.5 

68  8 

83.1 

65.5 

79.7 

62.2 

76.3 

58.9 

73.0 

55.7 

66.2 

49.1 

59.4 

62  4 

59  6 

56.8 

54.0 

51.1 

45.5 

61 .7 

5Q  ‘2 

56  6 

54.0 

51.4 

48.8 

43.7 

l>  ■  •» 

55  3 

52  8 

50  4 

47.9 

45.4 

40.5 

B 1 2a 

49  2 

46  ft 

44  4 

42  0 

39  6 

37.2 

44.7 

42  7 

40  6 

38  6 

36.5 

34.4 

t>  i  j 

41  7 

3Q  4 

37  1 

34  9 

32  6 

30.3 

BIO 

35.7 

33^9 

32.1 

30.3 

28.5 

26.6 

35.0 

33.1 

31.2 

29.2 

27.3 

Allowable  Stress  per  square  inch: 

BO 

29.4 

27.7 

26.0 

24.3 

22.7 

13,000  lbs.  for  lengths  under  55  radii, 

26.8 

25.0 

23.3 

21 .5 

19.7 

16.000-55  ^  for  lengths  over  55  radii. 

BS 

24.5 

22.9 

21.4 

19.9 

18.3 

r 

Loads  given  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii  of 
gyration. 


126  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 


BETHLEHEM  ROLLED  STEEL 
14"  H  COLUMNS. 

i  B  i 

i. - - - SQUARE  ENDS. 

Allowable  stress  per  square  inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000-  55 - for  lengths  over  55  radii. 

r 


Section  Number. 

Weight 

of  Section,  ubs. 
per  Foot. 

DIMENSIONS, 

Inches. 

Area  of  Section, 
Square  Inches. 

Least  Radius 
of  Gyration, 
Inches. 

UNSUPPORTED  LENGTH  OF 

COLUMNS. 

D 

T 

IO 

Ft. 

12 

Ft. 

14 

Ft. 

10 

Ft, 

*18 

Ft. 

83.5 

13  H 

13.92 

24.46 

3.47 

159.0 

159.0 

159.0 

158.5 

153.8 

91.0 

13JS 

X 

13.96 

26.76 

3.49 

173.9 

173.9 

173.9 

173.6 

168.5 

99.0 

14 

13 

14.00 

29.06 

3.50 

188.9 

189.0 

189.0 

188.6 

183.2 

100.5 

14 

Vs 

14.04 

31.38 

3.52 

204.0 

204.0 

204.0 

204.0 

198.1 

114.5 

1444 

1  5 

14.08 

33.70 

3.53 

219.1 

219.1 

219.1 

219.1 

212.9 

122.5 

uy8 

1 

14.12 

36.04 

3.55 

234.3 

234.3 

234.3 

234.3 

228.0 

130.5 

UV2 

ItV 

14.16 

3S.3S 

3.56 

249.5 

249.5 

249.5 

249.5 

243.0 

138.0 

uy8 

1M 

14.19 

40 . 59 

3.58 

263.8 

263.8 

263.8 

263.8 

257.4 

146.0 

14  M 

1  _3_ 

14.23 

42.95 

3.59 

279.2 

279.2 

279.2 

279.2 

272.5 

154.0 

14  ps 

134 

14.27 

45.33 

3.61 

294.7 

294.7 

294.7 

294.7 

288.1 

162.0 

15 

1* 

14.31 

47.71 

3.62 

310.1 

310.1 

310.1 

310.1 

303.4 

H 1 4 

170.5 

15  bs 

Ws 

14.35 

50.11 

3.64 

325.7 

325.7 

325.7 

325.7 

319.0 

178.5 

15  34 

lft 

14.39 

52.51 

3.65 

341.3 

341  .3 

341.3 

341  .3 

334.6 

186.5 

1534 

134 

14.43 

54.92 

3.66 

357.0 

357.0 

357.0 

357.0 

350.3 

195.0 

15  y<i 

1* 

14.47 

57.35 

3.68 

372.8 

372.8 

372.8 

372.8 

366.1 

203.5 

15^ 

1H 

14.51 

59.78 

3.69 

388.6 

388.6 

388.6 

388.6 

381.9 

211 .0 

15M 

Hi 

14.54 

62.07 

3.70 

403.5 

403.5 

403.5 

403.5 

396.9 

219.5 

15  Vs 

IX 

14.58 

64.52 

3.71 

419.4 

419.4 

419.4 

419.4 

412.9 

227.5 

16 

Hf 

14.62 

66.98 

3.72 

435.4 

435.4 

435.4 

435.4 

429.0 

236.0 

16  H 

14.66 

69.45 

3.74 

451.4 

451.4 

451 .4 

451.4 

445.2 

244.5 

16  34 

14.70 

71.94 

3.75 

467.6 

467.6 

467  .6 

467.6 

461 .5 

253.0 

16^ 

2 

14.74 

74.43 

3.76 

483.8 

483.8 

483.8 

483.8 

477.9 

261 .5 

16  Yt 

14.78 

76.93 

3.77 

500.0 

500.0 

500.0 

500.0 

494.4 

270.0 

16^ 

2  34 

14.82 

79.44 

3.79 

516.4 

516.4 

516.4 

516.4 

510.9 

278.5 

16  % 

2  h 

14.86 

81 .97 

3.80 

532.8 

532.8 

532.8 

532.8 

527.6 

287.5 

16  y8 

2  34 

14.90 

84.50 

3.81 

549.3 

549.3 

549.3 

549.3 

544.3 

For  detail  dimensions,  see  page  106. 


ST.  PAUL  FOUNDRY  CO. 


127 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  ROLLED  STEEL 
14"  H  COLUMNS. 

SQUARE  ENDS. 

Allowable  stress  per  square  Inch: 

13,000  lbs.  for  lengths  under  5.5  radii. 

16,000-55  - for  lengths  over  55  radii. 

r 


UNSUPPORTED  LENGTH  OF  COLUMNS. 


20 

Ft. 

22 

Ft. 

24 

Ft. 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

36 

Ft. 

40 

Ft. 

44 

Ft. 

of 

Sec., 

lbs., 

per 

Foot 

149.2 

144.5 

139.9 

135.2 

130.5 

125.9 

121 .2 

111.9 

102.6 

83.5 

163.4 

158.4 

153.3 

148.2 

143.2 

138.1 

133.1 

122.9 

112.8 

91.0 

177.7 

172.2 

166.7 

161.2 

155.8 

150.3 

144.8 

133.8 

122.9 

111.9 

99.0 

192.2 

186.3 

180.4 

174.6 

168.7 

162.8 

156.9 

145.1 

133.4 

121  .6 

106.5 

206.6 

200.3 

194.0 

187.7 

181.4 

175.1 

168.8 

156.2 

143.6 

131 .0 

114.5 

221 .3 

214.6 

207.9 

201.2 

194.5 

187.8 

181.1 

167.7 

154.3 

140.9 

122.5 

235.9 

228,8 

221.7 

214.5 

207.4 

200.3 

193.2 

179.0 

164.7 

150.5 

130.5 

249.9 

242.4 

234.9 

227.4 

220.0 

212.5 

205.0 

190.0 

175.1 

160.1 

138.0 

264.6 

256.7 

248.9 

241 .0 

233.1 

225.2 

217.3 

201.5 

1S5.7 

170.0 

146.0 

279.8 

271.5 

263.2 

254.9 

246.6 

238.3 

230.0 

213.5 

196.9 

180.3 

154.0 

294.7 

286.0 

277.3 

268.6 

259.9 

251.2 

242.5 

225.1 

207.7 

190.3 

162.0 

309.9 

300.8 

291.7 

282.6 

273.5 

264.4 

255.3 

237.1 

21S.9 

200.7 

170.5 

325.1 

315.6 

306.1 

296.6 

287.1 

277.0 

268.1 

249.1 

230.1 

211.1 

178.5 

340.4 

330.5 

320.6 

310.7 

300.8 

290.9 

281.0 

261  .2 

241.4 

221.6 

186.5 

355.8 

345.5 

335.2 

324.9 

314.0 

304.3 

294.0 

273.4 

252.8 

232.2 

195.0 

371.2 

360.5 

349.8 

339.1 

328.4 

317.7 

307.0 

285.6 

264.2 

242.8 

203.5 

385.8 

374.8 

363.7 

352.6 

341.6 

330.5 

319.4 

297.3 

275.1 

253.0 

211.0 

410.5 

390.0 

378.5 

367.1 

355.6 

344.1 

332.6 

309.7 

286.8 

263.8 

219.5 

417.2 

405.3 

393.4 

381.6 

369.7 

357.8 

345.9 

322.2 

298.5 

274.8 

227.5 

433.0 

420.7 

408.4 

396.2 

383.9 

371.6 

359.4 

334.8 

310.3 

285.8 

236.0 

448.9 

436.2 

423.6 

410.9 

398.2 

385.6 

372.9 

347.6 

322.2 

296.9 

244.5 

464.8 

451.8 

438.7 

425.7 

412.6 

399.6 

386.5 

360.4 

334.3 

308.1 

253.0 

480.9 

467.4 

454.0 

440.5 

427.1 

413.6 

400.2 

373.3 

340.4 

319.5 

261 .5 

497.0 

483.2 

469.3 

455.5 

441.6 

427.8 

413.9 

386.3 

358.6 

330.9 

270.0 

5i3 .3 

499.1 

484.8 

470.6 

456.3 

442.1 

427.8 

399.4 

370.9 

342.4 

278.5 

529.6 

515.0 

500.4 

485.7 

471.1 

456.4 

441.8 

412.5 

383.3 

354.0 

287.5 

Loads  to  the  right  of  the  heavy  line  arc  for  lengths  greater  than  125  radii. 


128 


ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD8,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  ROLLED  STEEL 
12"  H  COLUMNS. 


SQUARE  ENDS. 

Allowable  stress  per  square  inch. 

13,000  lbs.  for  lengths  under  55  radii. 

16,000-55  — -  for  lengths  over  55  radii, 
r 


L. 

O 

S 

CO 

S 

DIMENSIONS, 

d  m 
o  <u 

m  „ 

UNSUPPORTED  LENGTH  OF 

S 

d 

£ 

.2.  cfa 

INCHES 

'■§! 

<v  d 

|| « 

COLUMNS. 

d 

.2 

^  O  Cl 

m  w 

D 

T 

B 

«+-,  0) 
°s 

g& 

<U  H-h 

io 

12 

14 

in 

IS 

o 

CJ 

m 

IH 

o 

o 

Ft 

Ft. 

Ft. 

Ft. 

Ft. 

64.5 

U  M 

% 

11.92 

19.00 

2.98 

123.5 

123.5 

122.5 

118.3 

114.1 

71.5 

11  Vs 

1  1 

16 

11.96 

20.96 

3.00 

136.2 

136.2 

135.4 

130.8 

126.2  1 

78.0 

12 

% 

12.00 

22.94 

3.01 

149.1 

149.1 

148.3 

143.3 

138.3 

84.5 

12  H 

13 

16 

12.04 

24.92 

3.03 

162.0 

162.0 

161.4 

155.9 

150.5  1 

91.5 

12% 

Vs 

12.08 

26.92 

3.04 

175.0 

175.0 

174.5 

168.6 

162.8  I 

98.5 

12% 

15 

16 

12.12 

28.92 

3.06 

188.0 

188.0 

187.7 

181.5 

175.2  I 

105.0 

12  % 

1 

12.16 

30.94 

3.07 

201.1 

201.1 

201.0 

194.3 

187.7 

H12 

112.0 

12% 

1* 

12.20 

32.96 

3.08 

214.2 

214.2 

214.2 

207.2 

200.1  1 

118.5 

12% 

1% 

12.23 

34.87 

3.10 

226.7 

226.7 

226.7 

219.6 

212.1  1 

125.5 

12  J  s 

1* 

12.27 

36.91 

3.11 

239.9 

239.9 

239.9 

232.6 

224.8  1 

132.5 

13 

1% 

12.31 

38.97 

3.13 

253.3 

253.3 

253.3 

246.0 

237.8  1 

139.5 

13% 

1* 

12.35 

41.03 

3.14 

266.7 

266.7 

266.7 

259.3 

250.6  I 

146.5 

13% 

1% 

12.39 

43.10 

3.15 

280.2 

280.2 

280.2 

272.6 

263.5  1 

153.5 

13% 

1* 

12.43 

45.19 

3.16 

293.7 

293.7 

293.7 

286.0 

276.6  I 

161.0 

13% 

1% 

12.47 

47.28 

3.18 

307.3 

307.3 

307.3 

299.7 

289.9 

For  detail  dimensions,  see  page  108. 


ST.  PAUL.  FOUNDRY  CO. 


129 


SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR, 

BETHLEHEM  ROLLED  STEEL 
14"  H  COLUMNS. 

SQUARE  ENDS. 

Allowable  stress  per  square  inch: 

13,000  lbs.  for  lengths  under  55  radii. 


16,000-55 


1 


for  lengths  over  55  radii. 


1  _  1 . 

1 

1 

u 

B 

| 

_ 1 


UNSUPPORTED  LENGTH 

OF  COLUMNS 

Wgt. 

of 

Sec., 

20 

o*2 

24 

26 

28 

30 

32 

34 

36 

38 

lbs., 

Ft 

Ft. 

Ft 

Ft 

Ft. 

Ft 

Ft 

Ft 

Ft 

Ft. 

per 

Foot 

109 

9 

105.7 

101 

5 

97 

3 

93.1 

88 

9 

84 

7 

80. 

5 

76 

3 

64.5 

121 

6 

117.0 

112. 

4 

107 

8 

103.1 

98 

5 

93 

9 

89 

3 

84 

7 

71.5 

133 

2 

128.2 

123 

2 

118 

1 

113.1 

108 

1 

103 

0 

98 

0 

93. 

0 

78.0 

145 

1 

139.7 

134. 

2 

128 

8 

123.4 

117 

9 

112 

5 

107 

1 

101 

7 

84.5 

156 

9 

151.1 

145 

2 

139 

4 

133.5 

127 

7 

121 

9 

116 

0 

110 

2 

104.3 

91.5 

169 

0 

162.8 

156 

5 

150 

3 

144.0 

137 

8 

131 

6 

125 

3 

119 

1 

112.8 

98.5 

181 

0 

174.4 

167 

7 

161 

1 

154.4 

147 

8 

141 

1 

134 

4 

127 

8 

121.1 

105.0 

193 

1 

186.0 

178 

9 

171 

9 

164.8 

157 

7 

150 

7 

143 

6 

136 

6 

129.5 

112.0 

204 

7 

197.3 

189 

9 

182 

5 

175.0 

167 

6 

160 

2 

152 

8 

145 

3 

137.9 

118.5 

217 

0 

209.1 

201 

3 

193 

5 

185.6 

177 

8 

170 

0 

162 

1 

154 

3 

146.5 

125.5 

229 

6 

221.4 

213 

2 

204 

9 

196.7 

188 

5 

180 

3 

172 

1 

163 

9 

155.6 

132.5 

242 

0 

233.4 

224 

8 

216 

1 

207.5 

198 

9 

180 

3 

181 

6 

173 

0 

164.4 

139.5 

254 

5 

245.5 

236 

4 

227 

4 

218.4 

209 

3 

200 

3 

191 

3 

182 

3 

173.2 

146.5 

267 

1 

257.7 

248 

3 

238 

8 

229.4 

219 

9 

210 

5 

201 

1 

191 

6 

182.2 

153.5 

280 

1 

270.3 

260 

5 

250 

7 

240.9 

231 

0 

221 

2 

211 

4 

201 

6 

191.8 

161.0 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 


) - > 


130 


ST.  PAUL  FOUNDRY  CO. 


Q 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  ROLLED  STEEL 
10"  H  COLUMNS. 

SQUARE  ENDS. 

Allowable  stress  per  square  inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000-55  — - —  for  lengths  over  55  radii, 
r 


fl  <3 

^  +5 
-  o 
-d  a  o 

d  03 

O  01 

»-d 

ZJ  o 

v  d 

DIMENSIONS, 

INCHES. 

.3  d 
^3.2 

c3  Vs 

UNSUPPORTED  LENGTH  OF 

COLUMNS. 

.SPofe 

K  g 

S  3 

o'-d  ^ 

*+->  0) 

°  *3 

-4-3  ►>> 

«-'Z 

>  <i>  cl 
Oj 

o3  d 

D 

T 

B 

0) 

io 

11 

12 

13 

14 

o 

1-1  3 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

49.0 

ct> 

re 

9.97 

14.37 

2.49 

93.5 

93.5 

92.1 

90.2 

88.3 

54.0 

10 

% 

10.00 

15.91 

2.51 

103.4 

103.4 

102.2 

100.1 

98.0 

59.5 

10  X 

a 

10.04 

17.57 

2.53 

114.2 

114.2 

113.1 

110.8 

108.5 

65.5 

10X 

/4 

10.08 

19.23 

2.54 

125.0 

125.0 

123.9 

121.4 

118.9 

71.0 

10% 

1  3 
ltt 

10.12 

20.91 

2.56 

135.9 

135.9 

134.9 

132.2 

129.5 

77.0 

10% 

Vs 

10.16 

22.59 

2.57 

146.8 

146.8 

145.9 

143.0 

140.1 

H  1 0 

82.5 

10 % 

1  5 

16 

10.20 

24.29 

2.58 

157.9 

157.9 

157.0 

153.9 

150.8 

88.5 

10% 

1 

10.24 

25.99 

2.60 

168.9 

168.9 

168.3 

165.0 

161.7 

94.0 

10% 

iiV 

10.28 

27.71 

2.61 

180.1 

180.1 

179.6 

176.1 

172.6 

99.5 

11 

IX 

10.31 

29.32 

2.62 

190.6 

190.6 

190.2 

186.6 

182.9 

105.5 

u  Vs 

1 A 

10.35 

31.06 

2.64 

201.9 

201.9 

201.9 

198.0 

194.1 

111.5 

11 % 

l  X 

10.39 

32.80 

2.65 

213.2 

213.2 

213.2 

209.3 

205.2 

117.5 

11% 

l* 

10.43 

34.55 

2.66 

224.6 

224.6 

224.6 

220.7 

216.4 

123.5 

11% 

i% 

10.47 

36.32 

2.67 

236.1 

236.1 

236.1 

232.2 

772.2 

For  detail  dimensions,  see  page  110. 


ST.  PAUL  FOUNDRY  CO. 


131 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  ROLLED  STEEL 
10"  H  COLUMNS. 

SQUARE  ENDS. 


Allowable  stress  per  square  Inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000-55  — for  lengths  over  55  radii, 
r 


UNSUPPORTED  LENGTH  OF  COLUMNS. 


15 

Ft. 

16 

Ft. 

18 

Ft. 

20 

Ft. 

o*> 

Ft. 

24 

Ft. 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

lbs.  per 
Foot 

86.3 

84.5 

80.7 

76.9 

73.1 

69.3 

65.4 

61.6 

57.8 

54.0 

49.0 

95.9 

93.8 

S9.6 

85.4 

81.3 

77.1 

72.9 

68.7 

64.5 

60.3 

54.0 

106.2 

103.9 

99.3 

94.7 

90.1 

85.6 

81.0 

76.4 

71.8 

67.2 

59.5 

116.4 

113.9 

108.9 

103.9 

98.9 

93.9 

88.9 

83.9 

78.9 

73.9 

65.5 

126.9 

124.2 

118.8 

113.4 

108.0 

102.6 

97.2 

91.8 

86.4 

81.0 

71.0 

137.2 

134.3 

128.5 

122.7 

116.9 

111.1 

105.3 

99.5 

93.7 

87.9 

77.0 

147.7 

144.6 

138.4 

132.2 

126.0 

119.8 

113.5 

107.3 

101.1 

94.9 

82.5 

158.4 

155.1 

148.5 

142.0 

135.4 

128.8 

122.2 

115.6 

109.0 

102.4 

88.5 

169.1 

165.6 

158.6 

151.6 

144.6 

137.6 

130.6 

123.6 

116.6 

109.6 

94.0 

179.2 

175.5 

168.1 

160.7 

153.3 

145.9 

138.5 

131.2 

123.8 

116.4 

99.5 

190.3 

186.4 

178.6 

170.8 

163.1 

155.3 

147.5 

139.8 

132.0 

124.2 

105.5 

201.2 

197.0 

188.9 

180.7 

172.5 

164.4 

156.2 

148.0 

139.9 

131.7 

111.5 

212.1 

207.8 

199.2 

190.7 

182.1 

173.5 

165.0 

156.4 

147.8 

139.2 

117.5 

223.2 

218.7 

209.8 

200.8 

191.8 

182.8 

173.8 

164.9 

155.9 

146.9 

123.5 

Wgt.  of 


Loads  to  the  right  of  the  heavy  line  are  for  lengths  greater  than  125  radii. 


ST.  PAUL  FOUNDRY  CO. 


j 

132 


SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 


BETHLEHEM  ROLLED  STEEL 
8"  H  COLUMNS. 


SQUARE  ENDS. 


Allowable  stress  per  square  Inch: 

13,000  lbs.  for  lengths  under  55  radii. 

16,000-55 — —  for  lengths  over  55  radii, 
r 


Weight 

of  Section,  Lbs. 
per  Foot 

DIMENSIONS, 

INCHES 

Area  of  Section, 
Square  Inches 

adius  of 
,  Inches. 

UNSUPPORTED  LENGTH  OF 

COLUMNS. 

D 

T 

B 

Least  It; 
Gyration 

S 

Ft. 

9 

Ft. 

io 

Ft. 

1  1 

F, 

12 

Ft. 

31.5 

7Vs 

T6 

8.00 

9.17 

1.98 

59.7 

59.7 

58.1 

56.5 

55.0 

34.5 

8 

Vi 

8.00 

10.17 

2.01 

66.1 

66.1 

64.7 

63.0 

61.3 

39.0 

8  H 

9 

1  6 

8.04 

11.50 

2.03 

74.8 

74.8 

73.3 

71.4 

69.6 

43.5 

8  M 

% 

8.08 

12.83 

2.04 

83.4 

83.-4 

81.9 

79.8 

77.7 

48.0 

8% 

« 

8.12 

14.18 

2.05 

92.2 

92.2 

90.6 

88.3 

86.1 

53.0 

8  Yt 

M 

8.16 

15.53 

2.07 

101.0 

101.0 

99  .-5 

97.0 

94.5 

57.5 

8! Vs 

1  3 

16 

8.20 

16.90 

2.08 

109.9 

109.9 

108.4 

105.7 

103.0 

62.0 

8  % 

Vs 

8.24 

18.27 

2.09 

118.8 

118.8 

117.3 

114.4 

111.5 

67.0 

8Vs 

1  5 

1  6 

8.28 

19.66 

2.11 

127.8 

127.8 

126.5 

123.5 

120.4 

71.5 

9 

1 

8.32 

21.05 

2.12 

136.8 

136.8 

135.6 

132.4 

129.1 

76.5 

9'A 

1* 

8.36 

22.46 

2.13 

146.0 

146.0 

144.9 

141.4 

137.9 

81.0 

9H 

i  a 

8.39 

23.78 

2.14 

154.6 

154.6 

153.6 

149.9 

146.2 

85.5 

9% 

1 A 

8.43 

25.20 

2.16 

163.8 

163.8 

163.1 

159.3 

155.4 

90.5 

9  ^ 

1M 

8.47 

26.64 

2.17 

173.2 

173.2 

172.6 

168.6 

164.5 

For  detail  dimensions,  see  page  112. 


ST.  PAUL  FOUNDRY  CO. 


133 


SAFE  LOADS  IN  TONS  OF  2000  LBS.,  FOR 

BETHLEHEM  ROLLED  STEEL 
8"  H  COLUMNS. 

SQUARD  ENDS. 

Allowable  stress  per  square  Inch: 

13,000  lbs.  for  lenhths  under  55  radii. 

16,000-55*  *  for  lengths  over  55  Jadii. 


UNSUPPORTED  LENGTH  OF  COLUMNS. 


Wgt. 


IS 

Ft. 

14 

Ft. 

15 

Ft. 

io 

Ft. 

17 

Ft. 

IS 

Ft. 

20 

Ft. 

Ft. 

24 

Ft. 

20 

Ft. 

Sec., 

lbs. 

per 

Foot 

53.5 

52.0 

50.4 

48.9 

47.4 

45.9 

42.8 

39.7 

36.7 

31.5 

59.7 

58.0 

56.3 

54.6 

53.0 

51.3 

48.0 

44.6 

41.3 

38.0 

34.5 

67.7 

65.8 

64.0 

62.1 

60.2 

58.4 

54.6 

50.9 

47.1 

43.4 

39.0 

75.7 

73.6 

71.5 

69.4 

67.4 

65.3 

61.1 

57.0 

52.8 

48.7 

43.5 

83.8 

81.5 

79.2 

76.9 

74.6 

72.4 

67.8 

63.2 

58.7 

54.1 

'.8.0 

92.1 

89.6 

87.1 

84.6 

82.2 

79.7 

74.7 

69.8 

64.8 

59.9 

53.0 

100.3 

97.7 

95.0 

92.3 

89.6 

86.9 

81.6 

76.2 

70.9 

65.5 

57.5 

108.7 

105.8 

102.9 

100.0 

97.1 

94.2 

88.5 

82.7 

76.9 

71.2 

62.0 

117.3 

114.2 

111.2 

108.1 

105.0 

101.9 

95.8 

89.6 

83.5 

77.3 

67.0 

125.8 

122.5 

119.2 

116.0 

112.7 

109.4 

102.9 

96.3 

89.8 

83.2 

71.5 

134.4 

131.0 

127.5 

124.0 

120.5 

117.0 

110.1 

103.1 

96.2 

89.2 

76.5 

142.6 

138.9 

135.2 

131.6 

127.9 

124.2 

116.9 

109.6 

102.2 

94.9 

81.0 

151.6 

147.7 

143.9 

140.0 

136.1 

132.3 

124.6 

116.9 

109.2 

101.5 

85.5 

160.5 

156.4 

152.4 

148.3 

144.3 

140.2 

132.1 

124.0 

115.9 

107.8 

90.5 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 


134 


ST.  PAUL  FOUNDRY  CO. 


CAST  IRON  SEPARATORS  FOR 


BETHLEHEM  GIRDER  BEAMS. 


Separators  for  18  to  30  inch  Beams  are  %  inch  Metal. 
Separators  for  8  to  15  inch  Beams  are  %  inch  Metal. 


& 


SEPARATORS  WITH  THREE  BOLTS. 


DESIGNATION 

OF  BEAM. 

DISTANCES. 

BOLTS. 

WEIGHTS  IN  POUNDS. 

Section  Number. 

Depth,  Inches. 

Weight  per  Foot, 
Pounds. 

Out  to 

Out  of 

Flanges  of  Beams, 
Inches. 

Center  to  Center 
of  Beams, 
Inches. 

Width  of 

X/x  Separator, 
Inches. 

Center  to 

O  Center, 

Inches. 

Length, 

Inches. 

Separators. 

Bolts  and  N  uts. 

X/i  Separator 
for  Width. 

Increase  for  1" 
additional 
Spread  of 
Beams. 

Bolts  and 

Co  Nuts  for 
Width. 

Increase  for  1" 
additional 
Spread  of 
Beams. 

GSOa 

30 

200.0 

30  % 

15% 

15 

10 

17  % 

73.0 

4.50 

7.7 

.375 

030 

30 

180.0 

26  % 

13% 

13 

10 

15% 

65.0 

4.50 

7.0 

.375 

G2!Sa 

28 

180.0 

29% 

15 

14% 

7  % 

16% 

65.0 

4.15 

7.4 

.375 

G2S 

28 

165.0 

23% 

13% 

12% 

7% 

15 

60.0 

4.15 

6.8 

.375 

G2Ga 

26 

160.0 

27% 

14% 

13% 

7  % 

16 

59.0 

3.85 

7.1 

.375 

G2G 

26 

150.0 

24% 

12% 

12% 

7% 

14% 

53.0 

3.85 

6.6 

.375 

SEPARATORS  WITH  TWO  BOLTS. 


G24a 

24 

140 

0 

26% 

13% 

13% 

12  % 

15% 

50.0 

3 

50 

4 

6 

.25 

G24 

24 

120 

0 

24% 

12% 

12% 

12% 

14% 

47.0 

3 

50 

4 

3 

.25 

G20a 

20 

140 

0 

25  % 

13 

12% 

10 

14% 

39.0 

2 

80 

4 

5 

.25 

G20 

20 

112 

0 

24  % 

12% 

12 

10 

14 

3S.0 

2 

80 

4 

3 

.25 

GBS 

18 

92 

0 

23% 

12 

11% 

10 

13  % 

34.0 

2 

60 

4 

2 

.25 

G 1  5  b 

15 

140 

0 

24 

12% 

11% 

7% 

14 

22.0 

1 

50 

4 

3 

.25 

G  1  5a 

15 

104 

0 

23 

11% 

11  % 

7% 

13% 

22.0 

1 

60 

4 

2 

.25 

G 1  5 

15 

73 

0 

21  % 

11 

10% 

7% 

12% 

21.0 

1 

60 

4 

0 

.25 

G 1 2a 

12 

70 

0 

20% 

10% 

10 

5 

12 

17.5 

1 

30 

3 

8 

.25 

G  1  2 

12 

55 

0 

20% 

10% 

10 

5 

11% 

17.5 

1 

30 

3 

8 

.25 

SI 

’.PAR ATORS  \\ 

rITII  ONE  BOLT. 

GIO 

10 

44 

0 

18  % 

9  % 

9% 

10% 

11.0 

1 

10 

1 

8 

.125 

GO 

9 

38 

0 

17% 

9 

8% 

10% 

10.0 

1 

00 

1 

7 

.125 

GS 

8 

32 

5 

16% 

s% 

8% 

9% 

8,0 

85 

1 

7 

.125 

All  Bolts  %  inch  diameter. 


ST.  PAUL  FOUNDRY  CO.  135 


CAST  IRON  SEPARATORS  FOR 

BETHLEHEM  SPECIAL  I  BEAMS.  . 


r-€ 

c 

1 1 

r-C 

S  1 

i  i 

i  i 

2F  IE 

ff  1 

c 

i-C 

1 1 

-«S~. 

< 

i 

— , 

Separators  for  18  to  30  inch  Beams  are  54  inch  Metal. 
Separators  for  8  to  15  inch  Beams  are  74  inch  Metal. 

SEPARATORS  WITH  THREE  BOLTS. 


DESIGNATION 
OF  BEAM. 

DISTANCES. 

BOLTS. 

WEIGHTS 

IN  POUNDS. 

Section  Number. 

Depth,  Inches,  j 

Weight  per  Foot, 
Pounds. 

Out  to 

Out  of 

Flanges  of  Beams, 
Inches. 

Center  to  Center 
of  Beams, 
Inches. 

Width  of 

Xji  Separator, 
Inches. 

Center  to 

C5  Center, 

Inches. 

Length, 

Inches. 

Separators. 

Bolts  and  Nuts 

Separator 

Ui  for 

Width. 

Increase  for  1" 
additional 
Spread 
of  Beams. 

Bolts  and 
Nuts  for 
Width. 

Increase  for  1" 
additional 

Spread 

of  Beams. 

B30 

30 

120.0 

20  54 

10  51 

1074 

10 

12  74 

47.8 

4.50 

5.8 

.375 

BliS 

28 

105.0 

1974 

10  M 

954 

7  74 

1154 

42.3 

4.15 

5.6 

.375 

B26 

20 

90.0 

1874 

9  54 

9  71 

7  74 

1174 

37.9 

3.85 

5.4 

.375 

SEPARATORS  WITH  TWO  BOLTS. 


B24a 

24 

84.0 

18  A 

954 

874 

12  74 

10  54 

33.7 

3.65 

3.5 

.25 

B24 

24 

73.0 

18  74 

9  74 

874 

1274 

io34 

33.7 

3.65 

3.5 

.25 

B20a 

20 

72.0 

1754 

9 

8  7*4 

10 

10  74 

26.7 

3.00 

3.4 

.25 

B20 

20 

59.0 

16  74 

874 

7  7  4 

10 

10 

25. 

3.00 

3.2 

.25 

B  1 S 

18 

48.5 

15 

7  54 

734 

10 

9 

21.4 

2.70 

3.1 

.25 

B  1  3b 

15 

71.0 

15  74 

7  54 

774 

774 

9  14 

12.7 

1.65 

3.1 

.25 

B 1  3a 

15 

54.0 

14  74 

714 

7 

7  74 

9 

12.3 

1 .65 

3.1 

.25 

BI3 

15 

38.0 

14 

7  74 

7 

7  74 

8  74 

13.3 

1.80 

3.0 

.25 

B  1  2a 

12 

36.0 

13* 

6  54 

654 

5 

8 

9.1 

1 .30 

2.8 

.25 

B I  2 

12 

28.5 

1254 

674 

674 

5 

7  54 

9.0 

1.30 

2.8 

.25 

SEPARATORS  WITH  ONE  BOLT. 


BIO 

10 

23.51 

12  1  , 

6  74 

6  I  ...  . 

774 

7.5 

1.10 

1.4 

.125 

BO 

9 

20.0 

11  '4 

5  54 

5  74  . 

7 

6.4 

1.00 

1 .3 

.125 

BS 

8 

17.5| 

1074  I 

554 

554  1 . 

654 

5.5 

.85  1 

1.3 

.125 

All  Bolts  51  inch  diameter. 


136 


ST.  PAUL  FOUNDRY  CO. 


CONNECTION  ANGLES  FOR 

BETHLEHEM  GIRDER  BEAMS. 


30G. 


t  *  »  »  i  *  >  ¥  »-*- 


ill 


■55t- 

>-4 

; 

M  . 


7  Spaces  g,  3 

92  lbs. 

2-Ls-6x6x  ft"-2'-0" 


26  and  28  Gs. 


Ill' 

--#f --W 


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20  G. 


4  -t 


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ill:  4  Spaces 

__53  lbs’""1”4*" 
2-Ls-6x6x 


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l|  2  Ll|' 


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20  lbs. 

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f49  lbs. 

2-Ls-6x6x  rf"-l'-0  W 


15  G. 


144 


MliU 


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HIM. 

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39  lbs. 

2-Ls-6x6x1V,-0,-10v 


10  and  12  Gs. 

if  2i~  2i'l|' 

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30  lbs. 

2-Ls-6x6x  i7t"-0'-7  J  •/' 


Spacing  same  in  both  legs  of  angles  unless  shown  otherwise. 
All  holes  ii"  diameter,  for  %"  diameter  rivets  or  bolts. 


ST.  PAUL.  FOUNDRY  CO. 


137 


CONNECTION  ANGLES  FOR 

BETHLEHEM  I  BEAMS 


30  I. 


_ ^Spaces@_2j _ 


50  lbs. 
2-Ls  4x4x 

28”I. 


t-rr 


[ijf  8  Spaces@2g*  jl^ 

5«lbs7~ 

2-Ls  4x4x Vi' 


.x-J  I 

- 1 


26  I 


i  «  i  i  i 

mm*  o 


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-W 


1-1  _  7§»a.ces@i.'£ _ jl^ 

45  lbs. 

2-Ls  4x4x 


24  I 


=*=t 


cv! 


jl^_  6Spaces@-2l  jl| 

39  Tbs. 
2-Ls-4x4x 


20  1. 


— « — i — - — - — -L- 

cv 

T - ^  fT  T  » 

-+ 

11  5  8paces©2l  jlj 

' 

34  lbs. 

2-Ls  4x4x  y%-l’-3" 


8,  9,’ and  10  Is. 


o 

m 


2 

"cj 

£ 


f-+ 

1  ! 

i  ‘t 

■-  ~k 

— — *- 

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— 1 - i — 

«M‘ 

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R2X & 

1 4  lbs. 

2-Ls  Gx4x%"-0'-5" 


18  I* 


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CO 


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tit 


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34  lbs. 

2-Ls  6x4x  %"-l'-0  V" 


15T. 


a 

O 

A 

m 


27  lbs. 

2-Ls  6x4x3/«"-0'-10" 


12'I. 


21  lbs. 

2-Ls  6x4x%"-0'-7  H" 


Spacing  same  in  both  legs  of  angles  unless  shown  otherwise. 
All  holes  diameter  for  %"  diameter  rivets  or  bolts. 


138 


ST.  PAUL  FOUNDRY  CO. 


DETAIL  DIMENSIONS  FOR 


BFTHLEHEM  GIRDER  BEAMS 


d  ai 

O 

2  s 

Hja 

it  per 

Lbs. 

DIMENSIONS 

IN  INCHES 

i  Rivet  or 
Inch 

o  2 

'oa 

o 

0 

Weigl 

Foot, 

F 

W 

L 

K 

G 

A 

B 

C 

Maximum 

Bolt, 

G30a 

30 

200.0 

15 

34 

25  A 

0  13 
"32 

134 

11 

5  34 

A 

1 

q:so 

30 

180.0 

13 

1  1 

16 

25* 

O  JJL 
"32 

134 

8 

5  it 

7 

16 

1 

G28a 

28 

180.0 

14  Si 

1  1 

16 

2334 

9  _5_ 

"16 

1* 

1034 

5  To 

16 

1 

G28 

28 

165.0 

1234 

3i 

2334 

9  -5_ 

"  16 

l  A 

8 

5tt 

34 

1 

G26a 

26 

160.0 

IQ  39 

r»i e 

% 

2154 

9  3_ 

^  16 

1* 

934 

554 

34 

1 

G2« 

26 

150.0 

12 

% 

21% 

9_3_ 

134 

8 

554 

34 

1 

G24a 

24 

140.0 

13 

3  9 

64 

20 

2 

31 

32 

9 

554 

34 

1 

G24 

24 

120.0 

12 

1  7 

52 

20  34 

1J4 

29 

3  2 

8 

534 

5 

16 

1 

G2»a 

20 

140.0 

12  34 

41 

64 

15  ?4 

2  34 

134 

8  3  a 

534 

34 

1 

G20 

20 

112.0 

12 

3  5 

64 

1634 

u-t 

% 

8 

r. ;  _9_ 

5 

16 

1 

GI8 

18 

92.0 

ll  H 

31 

64 

1434 

134 

2  5 

3  2 

734 

534 

5 

Iff 

1 

Glob 

15 

140.0 

1134 

5  1 

64 

10  J4 

2  A 

1  o 

734 

5fi 

X 

16 

1 

Q  1  oa 

15 

104.0 

11 34 

39 

64 

1134 

lit 

1  5 

16 

734 

554 

34 

1 

G15 

15 

73.0 

10 

7 

Tff 

12 

134 

tt 

6  34 

o  X 

0  Iff 

34 

1 

G 1 2a 

12 

70.0 

10 

15 

3  2 

9 

134 

34 

6 

5  A 

5 

16 

1 

G  12 

12 

55.0 

934 

34 

934 

134 

1  9 

3  2 

6 

534 

34 

1 

GIO 

10 

44.0 

9 

_$ 

1  6 

734 

134 

1  7 

3  2 

534 

5* 

3 

16 

y& 

GO 

9 

38.0 

8  34 

5 

16 

6% 

1  * 

1  5 

3  2 

5  34 

5  A 

3 

16 

Vs 

G8 

8 

32.5 

8 

19 

64 

6 

l 

16 

5 

5A 

A 

34 

,2iX 

r  t  1 


— 'i  I 

♦  i 

♦-  ! 

*  1 
f  ! 

!  1 1 

in 

:  t 

J -  -  - - J 

ST.  PAUL  FOUNDRY  CO. 


139 


DETAIL  DIMENSIONS  FOR 


BETHLEHEM  I  BEAMS 


w 


4 


4 

&  -Q- 


■  JK. 


1 1  -  i  * 

^-c=|w+4 


w  5h 

C  0) 

O  jD 

a 

0 

CQ  W 
^ 1  03 

O 

O 

pH 

5-1  . 

o  m 

DIMENSIONS, 

IN  INCHES 

Rivet  or 

Inch 

O  £ 

o  3 
CQ^ 

OO 

#b£) 

F 

w 

L' 

K 

G 

A 

B 

C 

dmum 

Bolt, 

Q 

a 

>— 1 
r^. i 

B3<> 

30 

120.0 

10J4 

3  ft 

C>4 

26J4 

114 

1  5 

16 

6 

5  A 

15 

16 

1 

B28 

28 

105.0 

10 

14 

24  H 

154 

Vs 

5  14 

514 

5 

16 

1 

B2Ci 

26 

90.0 

9  y<t 

1  5 

32 

23 

U4 

14 

5J4 

r;  jl. 

0  16 

5 

16 

1 

B24a 

24 

84.0 

9M 

1  5 

32 

21 

114 

H 

514 

k  jzl 
u  16 

5 

16 

Vs 

B24 

24 

83.0 

9 14 

3  3 

X54 

2114 

U4 

1 1 

16 

5  14 

514 

6 

16 

Vs 

24 

73.0 

I>5 

^4 

21 H 

m 

1  1 

16 

5M 

514 

14 

y% 

B20a 

20 

82.0 

8fi 

37 

64 

17  J| 

1* 

H 

5 

5* 

14 

Vs 

20 

72.0 

m 

7 

16 

1714 

1* 

M 

5 

£  -L 

0  16 

14 

Vs 

20 

69.0 

8  ifi 

33 

154 

1714 

1 M 

Vs 

414 

514 

6 

16 

Vs 

B20 

20 

64.0 

8  A 

M 

1714 

1M 

Vs 

414 

5* 

T6 

Vs 

20 

59.0 

8 

% 

1714 

1 14 

Vs 

414 

514 

14 

Vs 

18 

59.0 

7  43 

1  64 

14 

15  M 

U4 

9 

16 

4  a 

514 

6 

16 

Vs 

18 

54.0 

7  19 

»  3  2 

13 

32 

15  M 

U4 

9 

16 

414 

5rff 

14 

Vs 

BIS 

18 

52.0 

7  rt 

14 

15  14 

114 

9 

1  6 

4  M 

514 

14 

Vs 

18 

48.5 

7  V2 

2  1 

64 

15 14 

114 

9 

1  6 

414 

5  ITT 

14 

Vs 

140  ST.  PAUL  FOUNDRY  CO. 


DETAIL  DIMENSIONS  FOR 

BETHLEHEM  I  BEAMS 


ST.  PAUL  FOUNDRY  CO.  141 


PART  III 

(Pages  141  to  211) 

DEVOTED  TO 

ARCHITECTURAL 
WROUGHT  AND  CAST  IRON 

CONTAINING 

TABLES  OF  SAFE  LOADS  FOR  CAST  IRON,  ROUND  AND 
RECTANGULAR  COLUMNS,  GAS  PIPE  COLUMNS 
AND  CAST  IRON  LINTELS 

DETAILS  AND  DATA  FOR  COLUMN  CONNECTIONS  AND  BASES, 
WEIGHTS  OF  CAST  COLUMNS  AND  PLATES 

AND 

CUTS  OF  SOME  OF  OUR  STOCK  PATTERNS  FOR  COLUMNS, 
PILASTERS,  LEAF  COLUMN  CAPS,  NEWEL  POSTS, 

STAIR  RAIL,  CLEAN-OUT  DOORS,  MANHOLE 
AND  COAL-HOLE  FRAMES  AND 
COVERS,  ETC.,  ETC. 


The  patterns  herein  shown  represent  but  a  portion  of  our  stock. 
We  will  be  pleased  to  furnish  further  information  regarding 
these  patterns  or  other  patterns  which  we  have  in  stock. 


142 


ST,  PAUL  FOUNDRY  CO. 


FOUNDRY  DEPARTMENT 


To  meet  the  increased  demands  of  our  trade 
we  have  remodeled  and  extended  our  foundry, 
which  in  point  of  size  and  equipment  is  unsur¬ 
passed  in  the  Northwest.  The  foundry  floor 
covers  40,000  square  feet,  exclusive  of  shipping 
and  store  rooms,  and  every  facility  known  to 
modern  foundry  practice  has  been  provided  for 
manufacturing  medium  weight  and  heavy  castings. 

Our  equipment  includes  a  complete  system  of 
overhead  travelers,  operated  by  electricity,  and 
covering  the  entire  floor  space,  which  enables  us 
to  handle  all  material  rapidly  and  economically. 

Our  product  is  the  best  that  modern  scientific 
methods,  combined  with  long  experience  and 
careful  supervision,  can  produce,  and  we  guarantee 
our  castings  to  be  true  to  pattern  and  of  uniform 
quality. 


STc  PAUL  FOUNDRY  CO* 


143 


EXPLANATION  OF  TABLES  ON  SAFE  LOADS  FOR 
CAST  IRON  COLUMNS 


The  loads  in  these  tables  are  based  on  the  following  formula;: 


80000 

(12L)2  for  round  columns. 

1  +  800d2 


_ 80000 _ 

3(12L)2  for  rectangular  columns. 

1  4-  — - —  55 

1  ^  3200d2 


In  which  — 

p  =  pressure  in  pounds  per  square  inch. 

L  =  length  in  feet. 

d  =  outside  diameter  or  least  side  of  rectangle  in  inches. 

Factor  of  safety,  8  . 

It  is  assumed  that  the  columns  are  set  with  the  care  usual  in  building 
work,  that  the  bases  have  a  fair  bearing,  and  that  the  ends  of  the  shafts 
are  accurately  turned  to  a  true  plane. 

For  diameters  or  lengths  intermediate  of  those  given  in  the  table, 
the  loads  may  be  found  by  interpolation. 

For  practical  purposes  it  may  be  assumed  that  the  loads  diminish 
in  the  same  proportion  as  the  thickness  of  the  metal,  the  outer  diameter 
remaining  the  same ;  but  where  the  thickness  is  increased  special  calcula¬ 
tions  will  be  necessary  unless  the  new  thickness  is  less  than  J  of  the 
outside  diameter. 


144  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  FOR  ROUND  HOLLOW  CAST  IRON 
COLUMNS  WITH  SQUARE  ENDS 


Sx 

O  £ 

CQ  — 

g  2 

Length  of  Column  in  Feet. 

a 

O 

7 

8 

9 

IO 

11 

12 

i:t 

55 

H  *o 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

34 

39,000 

35,400 

31.900 

28,800 

25,900 

23,300 

21,300 

19,000 

4 

M 

51,400 

49,400 

44,500 

40,000 

36,000 

32,400 

29,100 

26,400 

l 

67,000 

60,800 

54,800 

49,300 

44,400 

39,900 

35,900 

32,500 

34 

56,100 

52,300 

48,400 

44,600 

41,100 

37,600 

34,600 

31,400 

5 

% 

79,500 

74,000 

68,400 

63,100 

58,100 

53,300 

49,000 

44,400 

1 

99,800 

92,800 

85,900 

79,300 

73,000 

66,900 

61,500 

55,800 

M 

104,900 

99,300 

93,800 

88,000 

82,400 

77,000 

71,900 

67,300 

O 

1 

133,100 

126,100 

119,000 

111,800 

104,600 

97,800 

91,400 

85,400 

134 

158,000 

149,600 

141,300 

132,600 

124,300 

116,100 

108,400 

101,400 

X 

130,000 

124,900 

119,600 

113,400 

107,800 

101,500 

96,100 

90,800 

7 

l 

166,400 

159,800 

153,100 

145,100 

137,900 

129,900 

123,000 

116,100 

134 

199,300 

191,400 

183,500 

173,900 

165,100 

155,500 

147,400 

139,100 

% 

155,400 

150,100 

144,800 

139,000 

133,400 

127,500 

121,500 

115,800 

8 

l 

200,300 

193,400 

186,500 

179,000 

171,800 

164,100 

156,500 

149,000 

1  *4 

278,800 

269,100 

259,600 

249,300 

239,100 

228,600 

217,900 

207,500 

M 

180,000 

174,000 

168,900 

164,600 

159,100 

153,100 

147,300 

141,100 

l 

232,500 

226,500 

220,000 

213,000 

205, S00 

197,900 

190,400 

182,500 

•J 

1 34 

281,500 

274,300 

266,300 

257,900 

249,100 

239,600 

230,500 

221,000 

1 34 

368,700 

359,300 

348,800 

337,900 

326,400 

313,900 

302,000 

289,500 

H 

204,600 

200,300 

195,400 

190,300 

184,800 

178,800 

173,000 

167,000 

l 

265,500 

259,900 

253,500 

246,700 

239,600 

231,900 

224,500 

216,800 

io 

IX 

322,600 

315,800 

308,000 

299,900 

291,300 

281,900 

272,800 

263,400 

1  x 

425,900 

416,800 

406,500 

395,800 

384,400 

372,000 

360.000 

347,600 

1 

298,100 

292,600 

286,800 

280,400 

273,400 

266,300 

258,400 

250,600 

1 34 

364,500 

356,600 

349,400 

340,300 

333,100 

324,500 

314,900 

305,400 

1  1 

134 

424,800 

416,900 

408,500 

397,900 

389,500 

379,400 

368,300 

357,000 

2 

536,500 

526,600 

516,000 

502,600 

492,000 

479,300 

465,100 

451,000 

i 

329,500 

324,800 

318,800 

313,600 

306,300 

299,400 

292,000 

284,300 

IX 

402,700 

396,900 

389,600 

383,300 

374,400 

365,900 

357,000 

347,500 

1*4 

134 

472,300 

465,500 

458,300 

449,500 

438,900 

429,100 

418,600 

407,500 

2 

600,000 

591,400 

581,800 

570,900 

557,600 

545,000 

531,800 

517,600 

l 

362,600 

357,900 

353,100 

347,000 

340,900 

333,900 

326,800 

319,300 

134 

443,800 

438,000 

432,300 

424,800 

417,300 

408,600 

400,000 

390,800 

13 

134 

521,300 

514,500 

507,800 

499,000 

490,100 

480,000 

469,900 

459,000 

2 

665,000 

656,400 

647,800 

636,500 

625,300 

612,300 

599,400 

585,500 

1 

395,800 

391,100 

386,500 

381,400 

374,300 

368,100 

361,000 

354,300 

134 

484,800 

479,100 

473,500 

467,100 

458,400 

450,900 

442,100 

434,100 

14 

134 

569,600 

563,000 

556,300 

549,000 

538,600 

529,900 

519,500 

510,000 

2 

729,100 

720,600 

712,100 

702,800 

690,500 

678,300 

665,000 

652,800 

1 

427,400 

423,000 

418,500 

413,100 

406,300 

401,500 

394,400 

387,300 

134 

523,300 

519,100 

513,600 

506.900 

499,500 

492,800 

484,000 

475,300 

15 

134 

618,600 

612,400 

606,000 

598,000 

589,300 

581,300 

570,900 

560,500 

2 

793,300 

785,000 

776,900 

766,600 

755,500 

745,300 

732,500 

718,800 

1 

459,300 

453,400 

450,400 

445,600 

439,800 

433,900 

428,600 

421,000 

134 

564,400 

557,300 

553,600 

547,900 

540,600 

533,400 

526,900 

517,500 

10 

1.34 

665,900 

657,400 

653,100 

646,300 

637,800 

629,300 

621,500 

610,400 

2 

858,000 

847,000 

841,500 

832,800 

821,800 

810,800 

800,800 

786,500 

L 


ST.  PAUL  FOUNDRY  CO. 


145 


SAFE  LQAD  IN  POUNDS  FOR  ROUND  HOLLOW  CAST  IRON 
COLUMNS  WITH  SOUARE  ENDS 


Length  of  Column  in  Feet. 

Weight  of 
Col.  Shait 
Lbs.  per 
Lineal  foot 

Thickness 
of  Metal. 

Outside 

Diameter. 

14 

IK 

18 

20 

00 

24 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

17,300 

14,100 

17.20 

Vi 

23^900 

19’S00 

24.00 

4 

29,500 

24^300 

29.50 

1 

29,300 

24,900 

21,300 

18,300 

22.10 

41,400 

35,300 

30,000 

25,800 

31.30 

% 

5 

52;  000 

44’300 

371600 

32^00 

39.30 

1 

62,600 

54,300 

47,100 

41,100 

39.00 

M 

79^500 

68,900 

59,900 

52400 

49.10 

1 

0 

94,400 

811900 

7L100 

62,000 

58.30 

IX 

85,600 

76,000 

67,300 

59,500 

52,600 

47,500 

46.00 

X 

109,600 

97,400 

86,000 

76,100 

67,400 

60,800 

59.00 

l 

3 

131,300 

166,000 

103,600 

91,100 

80,800 

72,900 

70.60 

IX 

110,100 

99,300 

89,300 

80,500 

72,400 

65,100 

53.40 

X 

141,900 

127,900 

115,000 

103,600 

93,300 

83,900 

69.10 

l 

8 

197,600 

178,000 

160,000 

144,400 

129,800 

116,800 

95.80 

IX 

135,400 

123,900 

113,000 

102,800 

93,500 

85,300 

60.70 

X 

175,000 

160,300 

146,100 

132,900 

121,000 

110,300 

78.60 

1 

211,900 

194,000 

176,900 

160,900 

146,500 

133,500 

95.10 

l  X 

O 

277,500 

254,100 

231.600 

210,800 

191,900 

174,900 

124.36 

1 X 

161,000 

149,000 

137,600 

126,800 

116,100 

107,600 

68.00 

X 

209,000 

193,400 

178,500 

164,400 

150,600 

139,600 

88.40 

1 

253,900 

235,000 

217,000 

199,800 

183,000 

169,800 

107.40 

IX 

IO 

335,100 

310,100 

286,600 

263,600 

241,500 

224,000 

142.00 

1M 

243,100 

227,400 

211,800 

196,400 

182,600 

168,900 

98.20 

1 

296,300 

277,100 

258,300 

244,500 

223,500 

205,800 

120.10 

IX 

346,400 

321, S00 

301,700 

285,800 

260,300 

240,600 

[140.00 

1A 

1  1 

437,500 

409.300 

381,000 

361.000 

328,800 

304,000 

176.80 

2 

276,500 

261,000 

245,100 

229,600 

214,500 

200,100 

108.00 

1 

338,000 

319,000 

299,600 

280,600 

262,300 

244,900 

131.40 

IX 

396,400 

374,100 

351,300 

329,000 

307,500 

287,100 

154.70 

IX 

12 

503.500 

475,300 

446,300 

418,000 

390,500 

364,600 

195.80 

2 

311,800 

295,800 

279,800 

264,100 

248,500 

233,100 

117.53 

1 

381,500 

362,000 

343,000 

323,500 

304,400 

285,300 

144.20 

IX 

448,100 

425,100 

402,000 

379,800 

357,500 

335,100 

169.40 

IX 

13 

571,800 

542,400 

513,000 

484,500 

456,000 

427,500 

216.00 

2 

346,600 

330,800 

313,900 

298,600 

283,300 

266,900 

128.10 

1 

424,600 

405,500 

386,000 

365,800 

347,000 

326,900 

156.50 

IX 

498,900 

478,400 

454,300 

429,800 

407,600 

384,100 

184.10 

AIM 

14 

638,600 

560,500 

581,000 

551,500 

521,900 

493,000 

235.70 

2 

381,300 

364,100 

349,300 

333,300 

317,000 

300,900 

137.50 

1 

467,800 

448,300 

428,600 

409,100 

390,100 

369,300 

169.40 

IX 

550,000 

527,100 

505,600 

482,500 

458,800 

435,500 

198.90 

IX 

1 5 

707,500 

678,000 

648,300 

618,600 

588,100 

558,400 

255.30 

2 

413,900 

399,100 

383,300 

367,600 

351,500 

335,000 

147.30 

1 

508,800 

490,800 

471,100 

452,000 

432,100 

411,900 

181.00 

IX 

600,100 

578,900 

555,800 

534,400 

509,800 

485,800 

213.50 

1  Ai 

IK 

773,300 

745,800 

716,100 

687,000 

656,800 

625,900 

274.90 

2 

146 


ST.  PAUL  FOUNDRY  CO. 


SAFE  LOAD  IN  POUNDS  FOR  SQUARE  HOLLOW  CAST  IRON 
COLUMNS  WITH  SQUARE  ENDS 


Side  of 
Square. 

Thickness 
of  Metal. 

Length  of  Colun 

O 

7 

S 

Pounds 

Pounds 

Pounds 

Pounds 

4 

X 

X 

53,800 

75,000 

49,500 

69,000 

45,400 

63,300 

41,500 

57,900 

5 

X 

X 

'/% 

91,500 

106,400 

120,800 

86,400 

100,600 

114,100 

81,300 

94,600 

107,300 

76,100 

88,600 

100,400 

0 

X 

l 

IX 

138,800 

176.300 

209.300 

132,800 

168,500 

200,100 

127.300 

161.300 
191,500 

121,000 

153,800 

182,600 

7 

% 

1 

IX 

170.600 
218,400 

261.600 

165,000 

211,500 

253,400 

159.400 
204,000 

244.400 

153.300 
196,100 

236.300 

S 

X 

1 

IX 

202,000 

260,000 

313,500 

197,100 

253,800 

305,900 

191,600 

246,800 

297,400 

185,600 

239,000 

288,100 

D 

X 

1 

IX 

233.200 
302,100 

424.200 

228,600 

295.600 

415.600 

223,600 

289,300 

406,800 

218,100 

2S2,000 

396,600 

io 

X 

1 

IX 

2 

264,400 

342,900 

485,800 

609,600 

260,100 

337.500 

477.500 
600,000 

255.300 

331.300 

469.300 
588,800 

249,800 

324,000 

459,000 

576,000 

11 

X 

1 

1  X 

2 

295,600 

384,500 

547,900 

692,100 

291,700 

379,500 

540,800 

683,100 

286,800 

373,000 

531,500 

671,400 

281,800 

366,500 

522,300 

659,600 

12 

X 

1 

IX 

2 

326.100 

425.100 
608,800 
773,000 

322,400 

420,300 

601,600 

764,000 

318,100 

414.800 

593.800 
754,000 

313,500 

408,600 

585,100 

734,000 

13 

1 

IX 

ix 

2 

466,300 

570,600 

670,100 

854,800 

461,400 

564,800 

663,300 

845,900 

456.100 

558.900 

658.900 

837.100 

452.400 
553,800 

650.400 

829.400 

14 

1 

IX 

2 

507,000 

731,300 

936,000 

503,800 

726,600 

930,000 

497,900 

718,100 

919,300 

492,000 

709,800 

908,400 

1 

548,100 

543,900 

538,300 

533,400 

15 

ix 

792,800 

786,600 

778,600 

771,400 

2 

1,017,900 

1,010,000 

999,800 

990,600 

1 

588,000 

584,300 

581,300 

575,300 

B «» 

2 

1,097,000 

1,090,600 

1,085,000 

1,073,800 

1 

628,800 

625,600 

621,500 

616,000 

15 

2 

1,179,000 

1,173,000 

1,165,500 

1,155,000 

i 

669,800 

666,400 

662,100 

657,000 

IS 

2 

1,260,900 

1,254,500 

1,246,400 

1,236,800 

i 

710,100 

706,500 

702,900 

698,400 

HI 

2 

1,341,000 

1,334,500 

1,327,800 

1,319,300 

i 

750,500 

746,800 

743,900 

739,100 

20 

2 

1,420,000 

1,414,800 

1,409,400 

1,400,400 

IO 

1  1 

12 

13 

Pounds 

Pounds 

Pounds 

Pounds 

37,900 

52,800 

34,500 

48,100 

31,600 

44,000 

40,100 

71,000 

82,800 

93,600 

66,000 

77,000 

87,100 

61,500 

71,800 

81,300 

57,100 

66,600 

75,500 

115,000 

146,000 

173,400 

108.300 
137,500 

163.300 

102,100 

129,800 

154,100 

96,500 

122.500 

145.500 

147,000 

188,100 

225,400 

140.600 
180,000 

215.600 

134,100 

171.600 

205.600 

128,000 

163,800 

196,300 

179,400 

231,000 

278,500 

173,1*00 

223,000 

268,800 

166,600 

214,500 

258,600 

160,900 

207,300 

249,800 

211,900 

274,000 

385,400 

205,800 

266,000 

374,100 

199,500 

258,000 

362,900 

193,400 

250,000 

351,600 

244.500 
317,300 

449.500 
564,000 

237,600 

308,300 

436,800 

548,000 

232,000 

301,000 

426,500 

535,100 

225.800 
293,000 
415,000 

506.800 

276,800 

360,000 

513,000 

648,000 

271,000 

352.500 
502,400 

634.500 

263,300 

343,000 

488,800 

617,400 

258,300 

336,000 

478,800 

604,900 

308,400 

402,000 

575,600 

731,000 

302.900 

394.900 
565,400 
718,000 

297,400 

387,800 

555,300 

705,000 

294,900 

379,500 

543,400 

*90,000 

445.300 
544,900 
640,000 

816.300 

437.400 

535.400 
628,800 
801,900 

430,300 

526,500 

618,400 

788,800 

423,000 

517,800 

608,100 

775,500 

486.300 

701.300 
897,600 

479,800 

691,900 

885,500 

472.500 
681,600 

872.500 

465,400 

671.300 

859.300 

508.300 
735,000 
943,800 

527,800 

763,400 

980,300 

521.500 
754,300 

968.500 

514.500 
744,100 

955.500 

569,300 

1,062,600 

564,000 

1,052,800 

557,300 

1,040,300 

550,500 

1,027,600 

611,300 

1,146,000 

605,600 

1,135,500 

599,300 

1,123,500 

593,600 

1,113,000 

652,800 

1,228,700 

646,900 

1,217,600 

640,900 

1,206,400 

635,000 

1,195,300 

693,900 

1,310,800 

688,500 

1,300,500 

682,300 

1,287,400 

676,800 

1,278,400 

734,400 

1,391,400 

729,600 

1,382,400 

723,900 

1,371,600 

718,300 

1,360,800 

ST.  PAUL  FOUNDRY  CO.  147 


SAFE  LOAD  IN  POUNDS  FOR  SOUARE  IIOFI.OW  CAST  IRON 
COLUMNS  WITH  SOUARE  ENDS 


Length  of  Column  in  Feet. 

Weight 

lbs. 

14 

1G 

IS 

20 

24 

of  Column 

of  Metal. 

•  Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

of  Length. 

21.8 

P2 

36,600 

30.4 

X 

53,100 

34.2 

% 

62,000 

53,400 

46,200 

40,400 

39.8 

% 

5 

70i000 

60^500 

52,400 

45^600 

45 .1 

A 

90,800 

80,400 

71,100 

63,000 

56,100 

49.2 

X 

115,300 

102,000 

90,200 

80,000 

71,200 

62.5 

l 

G 

136,900 

121,100 

107,100 

95,000 

84,600 

74.2 

IX 

121,600 

110,100 

98,800 

89,200 

79,700 

72,400 

58.6 

X 

155,800 

140,000 

126,600 

114,200 

102,600 

92,700 

75.0 

1 

7 

186,500 

168,900 

151,900 

136,900 

122,800 

111,000 

89.8 

IX 

153,900 

141,100 

129,100 

117,300 

107,300 

98,100 

68.0 

X 

198,100 

181,600 

166,200 

151,500 

138,200 

126,300 

87.5 

l 

S 

238,800 

219,000 

200,400 

182,600 

166,600 

152,200 

105.5 

IX 

187,100 

173,200 

160,600 

148,500 

136,700 

126,200 

77.3 

X 

242,000 

224,000 

207,600 

192,000 

176,700 

163,200 

100.0 

1 

293,000 

271,200 

251,400 

232,500 

214,100 

197,600 

121.0 

IX 

o 

340,400 

315,000 

292,000 

270,000 

248,600 

229,500 

140.6 

l  X 

219,600 

206,000 

193,200 

180,000 

167,500 

155,400 

86.7 

X 

284,900 

267,200 

250,600 

233,500 

217,400 

201,600 

112.5 

1 

403,500 

378,600 

355,100 

330,800 

308,000 

285,600 

159.4 

IX 

io 

506,400 

475,200 

445,600 

415,200 

386,300 

358,400 

200.0 

2 

252,100 

239,500 

225,600 

212,500 

199,500 

186,000 

96.1 

/4c 

328,000 

311,500 

293,500 

276,500 

259,500 

242,500 

125.0 

i 

467,400 

443,700 

418,100 

393,700 

368,700 

345,000 

178.1 

IX 

1 1 

590,400 

560,700 

528,200 

497,500 

467,100 

436,500 

225.0 

2 

284,400 

272,100 

259,500 

246,400 

232,200 

219,400 

105.5 

X 

370,800 

354,700 

338,200 

321,200 

303,000 

285,500 

137.5 

i 

530,800 

508,000 

484,400 

459,800 

433,900 

408,700 

196.6 

IX 

12 

673,800 

645,000 

615,000 

584,000 

551,000 

519,000 

250.0 

2 

415,800 

398,400 

381,000 

363,000 

345,600 

328,500 

150.0 

1 

508,900 

487,600 

466,400 

444,200 

423,000 

402,500 

183.6 

IX 

597, S00 

572,700 

547,700 

521,900 

496,700 

472,600 

215.6 

IX 

1*5 

762,300 

730,400 

698,500 

665,500 

633,700 

602,700 

275.0 

2 

458,300 

444,600 

425,100 

406,900 

390,000 

372,500 

162.5 

1 

661,300 

641,200 

613,100 

586,900 

562,500 

537,100 

234.4 

IX 

14 

846,000 

820,700 

784,700 

751,200 

720,000 

687,600 

300.0 

2 

500,500 

485,100 

468,200 

451,500 

433,200 

415,700 

175.0 

1 

723,900 

701,600 

677,400 

653,000 

626,700 

601,400 

253.2 

IX 

15 

929,500 

900,900 

869,700 

838,500 

804,700 

772,200 

325.0 

2 

543,800 

528,700 

512,200 

495,000 

477,700 

459,700 

187.5 

1 

1,015,000 

987,000 

956,200 

924,000 

891,600 

858,200 

350.0 

2 

1G 

585,600 

572,000 

555,200 

539,200 

521,600 

504,000 

193.8 

1 

1,098,000 

1,072,300 

1,041,000 

1,011,000 

978,000 

945,000 

374.4 

2 

17 

628,100 

614,500 

599,200 

582,200 

565,200 

548,200 

212.5 

1 

1,182,400 

1,156,700 

1,128,000 

1,096,000 

1,064,000 

1,032,000 

400.0 

2 

18 

670,500 

656,100 

641,600 

626,400 

609,200 

593,100 

225.0 

1 

1,266,500 

1,239,200 

1,212,100 

1,183,200 

1,150,900 

1,120,200 

425.0 

2 

1ft 

712,500 

699,200 

685,000 

669,700 

652,600 

636,500 

237.5 

1 

1,350,000 

1,324,700 

1,297,700 

1,269,000 

1,236,600 

1,206,000 

450.0 

2 

20 

148  ST.  PAUL  FOUNDRY  CO. 


SAFE  LOADS  IN  POUNDS  FOR  RECTANGULAR  CAST  IRON  COLUMNS 


in 

cu 

8-j 

<  V  c3 

Length  of  Column  in  Feet. 

N  w 

mp, 

t; 

7 

8 

9 

it) 

11 

12 

13 

B 

HO 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

4 

X 

6 

i 

IX 

98,000 
123,000 
143,  S00 

90,300 

113,300 

132,500 

82,800 

103,800 

121,300 

75,800 

95,000 

111,400 

69,100 

86,800 

101,400 

63,100" 

79,300 

92,800 

57,500 

72,300 

84,600 

52^300 

66,000 

77,400 

4 

X 

8 

H 

l 

IK 

121,100 

153,800 

182,600 

111,400 

141,500 

168,000 

102,100 

129,800 

154,100 

93,500 

118,800 

141,000 

85,400 

108,500 

128,900 

78,000 

99,000 

117,500 

71,100 

90,300 

107,100 

65,000 

82,500 

98,000 

4 

X 

lo 

K 

1 

IX 

143,800 

184,500 

221,000 

132,500 

169,800 

203,400 

121,300 

155,800 

186,500 

111,400 

142,500 

170,800 

101,400 

130,100 

156,000 

92,800 

118,800 

142,300 

84,600 

108,400 

129,800 

77,400 

99,000 

118,600 

5 

X 

7 

H 

l 

IK 

131,500 

167,000 

198,300 

124,400 

158,000 

187,600 

117,000 

148,500 

176,300 

109,500 

139,000 

165,000 

102,100 

129,800 

154,100 

95,000 

120,800 

143,400 

88,600 

112,500 

133,600 

82,300 

104,500 

124,000 

5 

X 

12 

X 

l 

IX 

194,100 

250,500 

302,600 

183,600 

237,000 

286,300 

172,600 

222,800 

269,100 

161,600 

208,500 

251,900 

150,900 

194,600 

235,100 

140,400 

181,100 

218,800 

130.800 

168.800 
203,900 

121,500 

156,800 

189,400 

G 

X 

8 

X 

1 

IX 

165.300 
211,500 

253.300 

158,000 

202,100 

242,300 

151,100 

193,500 

231,800 

144,100 

184,500 

221,000 

136.900 
175,000 

209.900 

128,900 

165,000 

197,600 

121,600 

155,600 

186,500 

114,900 

147,000 

176,100 

G 

X 

12 

X 

1 

1 X 

218,100 

282,000 

341,500 

208.500 
269,600 

326.500 

199.500 
258,000 

312.500 

190,300 

246,000 

297,900 

180,600 

233,600 

282,900 

170,100 

220,000 

266,400 

160,600 

207,600 

251,400 

151,600 

196,000 

237,400 

7 

X 

IO 

K 

1 

IK 

213,900 

276,000 

333,500 

204,900 

264,400 

319,500 

200,000 

258,000 

311,800 

190,100 

245,300 

296,400 

182,300 

235.100 

284.100 

174,400 

225,000 

271,900 

166,300 

214,500 

259,100 

158,600 

204,800 

247,400 

7 

X 

12 

K 

l 

IK 

241.500 
312,800 

379.500 

231,400 

299,600 

363,500 

225.800 
292,400 

354.800 

214,600 

278,000 

337,300 

205,800 

266,500 

323,300 

196,900 

255,000 

309,400 

187,600 

243,100 

294,900 

180,300 

232,000 

281,500 

8 

X 

12 

X 

l 

IX 

257,800 

334,400 

406,500 

251.500 
326,300 

396.500 

244.500 
317,300 

385.500 

236,900 

307,400 

373,500 

228.900 
297,000 

360.900 

221,000 

286,600 

348,400 

212,600 

275,900 

335,300 

205,400 

266,900 

323,600 

8 

X 

it; 

X 

1 

IX 

313,500 

408,600 

499,300 

305,900 

398,800 

487,100 

297,400 

387,800 

473,600 

288,100 

375,600 

458,900 

278.400 
363,000 

443.400 

268,800 

350,300 

425,500 

258,600 

337,100 

411,900 

249,800 

325.600 

397.600 

9 

X 

12 

X 

1 

IX 

275,600 

358,100 

435,900 

270.300 
351,000 

427.300 

264,500 

343,400 

418,000 

257,800 

334,900 

407,600 

250,500 

325,400 

396,000 

243,100 

315,900 

384,500 

235.900 
306,400 

372.900 

228,600 

296,900 

361,400 

9 

X 

it; 

X 

1 

IK 

332,300 

433,500 

530,100 

325.600 
425,000 

519.600 

318,600 

415,900 

508,400 

310.600 

405.600 
495,800 

301,900 

393,800 

481,600 

293,000 

382,400 

467,600 

284,300 

370,900 

453,500 

275.400 

359.400 
439,500 

19 

X 

it; 

X 

1 

IX 

350,000 

457,300 

559,600 

344,500 

450,000 

550,800 

338,100 

441,300 

540,500 

331,100 

432,600 

529,400 

323.400 

422.400 
517,000 

315,600 

412,300 

504,500 

307.300 
401,400 

491.300 

299,000 

390,600 

478,100 

IO 

X 

20 

X 

1 

IX 

407,300 

533,400 

654,900 

400,800 

525,000 

644,500 

393.300 

515.300 
632,500 

385,300 

504,800 

619,700 

376,300 

492,800 

605,000 

367,100 

480,900 

590,400 

357,500 

468,300 

574,900 

347,900 

455,800 

559,500 

12 

it; 

1 

IX 

502.500 

828.500 

496,600 

818,700 

490,000 

808,300 

483,000 

796,400 

475,100 

783,500 

466.600 

769.600 

458,300 

755,800 

448,500 

739,600 

12 

24 

1 

IK 

657,000 

1,099,100 

649,400 

1,086,300 

640,900 

1,072,100 

631,500 

1,056,500 

621,300 

1,039,400 

610,300 

1,020,900 

599,300 

1,002,400 

586,500 

981,100 

ST.  PAUL  FOUNDRY  CO.  149 


SAFE  LOADS  IN  POUNDS  FOR  RECTANGULAR  CAST  IRON  COLUMNS. 


Length  of  Column  in  Feet. 

1  Weight  of 
Column 

Thickness 
of  Metal. 

Size 

in  Inches. 

14 

Pounds 

16 

Pounds 

18 

20 

Pounds 

!£!£ 

24 

Pounds 

Shaft 
per  Linea 
Foot. 

Pounds 

Pounds 

48,000 

40,400 

34,100 

29,000 

39.8 

X 

4 

60,300 

50,600 

42;  800 

36,400 

50.0 

1 

X 

70^600 

59'300 

50,000 

42,600 

58.6 

IX 

G 

59,300 

49,800 

42,100 

35,900 

49.2 

X 

4 

75,300 

63^  300 

53400 

45,500 

62 .5 

l 

X 

89,400 

75400 

63,500 

53400 

74.2 

1 X 

8 

70,600 

59,300 

50,000 

42,600 

58 . 6 

X 

4 

90'300 

75|900 

64,300 

54,600 

75.0 

1 

X 

108400 

90^900 

76,900 

65400 

89.8 

1 X 

IO 

76,400 

66,000 

57,100 

49,800 

43,800 

38,300 

49.2 

X 

5 

97,000 

83,800 

72,500 

63,300 

55,500 

48,500 

62.5 

1 

X 

115,100 

99,500 

86,100 

75,300 

65,900 

57,600 

74.2 

1  X 

1 

112,800 

97,400 

84,300 

73,500 

64,500 

56,400 

72.7 

X 

5 

145,500 

125,600 

108,800 

94,900 

83,300 

72,800 

93.8 

1 

X 

175,800 

151,800 

131,400 

114,600 

100,500 

87,900 

113.3 

1M 

12 

108,000 

95,500 

84,500 

75,000 

66,800 

59,300 

58.6 

X 

G 

138,300 

122,400 

108,300 

96,000 

85,500 

75,900 

75.0 

1 

X 

165,600 

146,600 

129,600 

115,000 

102,400 

90,900 

89.8 

1M 

8 

142,600 

126,300 

111,600 

99,000 

88,100 

78,300 

77.3 

X 

G 

184,400 

163,300 

144,400 

128,000 

114,000 

101,300 

100.0 

l 

X 

223,300 

197,600 

174,900 

155,000 

138,000 

122,500 

121.1 

IX 

12 

151,500 

136,600 

122,600 

110,600 

99,400 

89,800 

72.7 

X 

1 

194,500 

176,300 

158,300 

142,900 

128,300 

115,900 

93.8 

1 

X 

235,100 

213,000 

191,300 

172,600 

155,000 

140,000 

113.3 

1M 

10 

170,300 

154,300 

138,500 

125,000 

112,300 

101,400 

82.0 

X 

1 

220,600 

199,800 

179,400 

161,900 

145,400 

131,400 

106.3 

1 

X 

267,600 

242,400 

217,600 

196,500 

176,400 

159,400 

128.9 

1M 

12 

196,400 

180,000 

164,800 

150,300 

137,000 

125,300 

86.7 

X 

8 

254,800 

233,500 

213,800 

294,900 

177,800 

162,500 

112.5 

1 

X 

309,500 

283,900 

259,800 

236,800 

216,000 

197,400 

136.7 

IX 

12 

238,800 

218,900 

200,400 

182,600 

166,600 

152,300 

105.5 

H 

8 

311,300 

285,500 

261,300 

238,100 

217,300 

198,500 

137.5 

l 

X 

379,300 

348,800 

319,100 

290,900 

265,400 

242,500 

168.0 

1M 

1G 

221,300 

204,800 

189,800 

175,500 

161,600 

149,100 

91.4 

X 

i> 

287,400 

266,000 

246,500 

228,000 

210,000 

193,800 

118.8 

l 

X 

349,800 

323,800 

300,000 

277,500 

255,500 

235,900 

144.5 

IX 

12 

266,600 

246,800 

228,600 

211,500 

194,800 

179,600 

110.2 

X 

it 

347,800 

322,000 

298,400 

276,000 

254,100 

234,600 

143.8 

1 

X 

425,400 

393,800 

364,900 

337,500 

310,800 

286,900 

175.8 

\x 

1G 

290,400 

272,900 

255,300 

238,400 

222,400 

207,100 

114.8 

X 

IO 

379,300 

356,400 

333,600 

311,100 

290,400 

270,600 

150.0 

1 

X 

464,100 

436,300 

408,300 

381,100 

355,400 

331,300 

183.6 

\X 

16 

337,900 

317,400 

297,100 

277,300 

258,600 

241.000 

133.6 

X 

IO 

442,400 

415,800 

389,300 

363,300 

338,800 

315,800 

175.0 

1 

X 

543,100 

510,800 

477,800 

446,000 

415,900 

387,600 

214.9 

IX 

20 

438,100 

419,300 

399,800 

379,600 

358,100 

337,400 

162.5 

1 

12 

537,100 

514,000 

490,100 

465,400 

439,400 

413,600 

199.2 

l 

X 

722,500 

691,500 

659,400 

626,000 

590,600 

556,400 

268.0 

IX 

1G 

572,900 

548,300 

523,000 

496,400 

468,400 

441,100 

212.5 

1 

12 

706,400 

677,300 

645,800 

612,500 

578,600 

545,000 

261.7 

IX 

X 

958,400 

917,100 

874,500 

830,400 

783,800 

738,000 

355.5 

IX 

24 

150  ST,  PAUL  FOUNDRY  CO. 


SAFE  LOADS  FOR  GAS  PIPE  COLUMNS 

Based  on  formula  P  -  11000  —  35  — — .  P  =  Pressure  per  square  inch.  1  =  length  in  inches. 

r 

r  =  radius  of  gyration. 


Nominal 

External 

Internal 

Thick- 

Weight 

per 

Foot 

Area  of 

LENGTH  IN 

FF.ET 

Size 

Diamet'r 

Diamet’r 

ness 

Section 

8 

9 

io 

12 

14 

Inches 

Inches 

Inches 

Inches 

Pounds 

Sq.  In. 

Pounds 

Pounds 

Pounds 

Pounds 

Pounds 

2U 

3 

2.875 

2.468 

.204 

5.74 

1.59 

11800 

11000 

10400 

3.5 

.217 

.226 

7.54 

2.26 

18300 

17500 

16700 

15000 

sy2 

4.0 

3.548 

9.00 

2.59 

22000 

21300 

20500 

18800 

17200 

<D 

a 

s 

4 

4.5 

4.026 

.237 

10.66 

3.33 

2S900 

28200 

27300 

25400 

23600 

c 

m 

5.00 

4.508 

.247 

12.34 

3.73 

33600 

32600 

31800 

29800 

2S000 

a 

cj 

5 

5.563 

5.045 

.259 

14.50 

4.17 

37500 

37500 

36500 

34600 

32500 

+-> 

m 

6 

6.625 

6 . 005 

.230 

18.76 

5.57 

50100 

50100 

50100 

48800 

46600 

7 

7.625 

7.023 

.301 

23.37 

7.18 

64600 

64600 

64600 

64600 

02600 

H 

8.625 

7.982 

.322 

28.18 

8.14 

73200 

73200 

73200 

73200 

73200 

334 

3 

2.875 

.56 

13.68 

4.09 

28200 

26000 

23700 

3.50 

2.284 

.G0S 

5.52 

42500 

40200 

38000 

33100 

o 

c. 

K 

3  y2 

4.00 

2.716 

.642 

22.75 

6.63 

54400 

52000 

49700 

45000 

39800 

X 

x 

4 

4.50 

3.136 

.682 

27.48 

8.33 

70600 

68300 

65700 

60400 

55000 

5 

5.563 

4.063 

.75 

3S.12 

11.73 

105600 

102600 

99900 

94100 

88300 

6 

6.625 

4.875 

.875 

53.11 

15.80 

142200 

142200 

141200 

134000 

128400 

Except  in  special  cases  gas  pipe  columns  are  more  expensive  and  less  satisfactory  than  cast  iron  columns. 
Where  beams  are  supported  at  the  side,  brackets  are  fastened  with  tap  screws,  making  a  connection  neither 
safe  nor  economical. 

Cast  flanges  screwed  to  the  shaft  are  used  for  making  the  connection  between  columns. 

Columns  of  this  type  may  be  used  to  advantage,  however,  where  the  loads  are  light  and  rest  on  top  of  the 
column,  the  cap  and  base  plates  being  loose. 


ST.  PAUL  FOUNDRY  CO.  151 


WEIGHTS  OF  SQUARE  OR  RECTANGULAR  CAST  IRON  COLUMN 

SHAFTS  PER  LINEAL  FOOT 

Example:  Column  6"  x  12"  x  1",  12' 0". 

2  X  (6"  +  12")  =30".  Opposite  30  and  under  thickness  of  1"  find  100  lbs.  weight  per 
lineal  foot.  100  lbs.  X  12'  0"  =  1200  lbs.,  weight  of  column  shaft. 


THICKNESS  OF  METAL  IN  INCHES 


j. - 6 

2a  +  2  b 

lUf 

1" 

IVs" 

l’/i" 

1%" 

iy2" 

1%" 

1%" 

1  w 

2" 

12 

18.6 

21.1 

23.3 

25.0 

26.4 

27.3 

27.9 

28.1 

14 

22.5 

25.8 

31.3 

33.4 

35.1 

36.5 

37.5 

10 

20.4 

30.5 

34.2 

37.5 

40.4 

43.0 

45.0 

46.9 

48.1 

49.2 

49.3 

50.0 

18 

30.3 

35.2 

39.7 

43.8 

47.4 

50.  S 

53.6 

56.3 

58.3 

60.2 

61.6 

62.5 

20 

34.2 

39. S 

45.1 

50.0 

54.5 

58.6 

02.3 

65.6 

68.4 

71.1 

73.3 

75.0 

22 

38.1 

44.5 

50.6 

56.3 

61.5 

06.4 

70.8 

75.0 

78.5 

82.0 

85.0 

87.5 

24 

42.0 

49.2 

56.1 

62.5 

6S.5 

74.2 

79.4 

84.4 

88.7 

93.0 

96.7 

100.0 

20 

45.9 

53.9 

61.5 

68.8 

75.6 

82.0 

87.9 

93. S 

98.8 

103.9 

108.4 

112.5 

28 

49.8 

58.6 

67.0 

75.0 

82.6 

89.  S 

96.5 

103.7 

109.0 

114.8 

120.1 

125.0 

30 

53.7 

63.3 

72.5 

81.3 

89.6 

97.7 

105.2 

112.5 

119.1 

125.8 

131.8 

137.5 

32 

57.0 

68.0 

77.9 

S7.5 

96.7 

105.5 

113.7 

121.9 

129.2 

136.7 

143.5 

150.0 

34 

61.5 

72.7 

83.4 

93. S 

103.7 

113.3 

122.3 

131.3 

139.4 

147.7 

155.2 

162.5 

30 

65.4 

77.3 

88.9 

100.0 

110.7 

121.1 

130.8 

140.6 

149.5 

158.6 

166.9 

175.0 

38 

69.3 

82.0 

94.3 

106.3 

117.8 

12S.9 

139.4 

150.0 

159.7 

169.5 

178.6 

187.5 

40 

73.2 

86.7 

99.8 

112.5 

124.8 

136.7 

148.0 

159.4 

169.8 

180.5 

190.3 

200.0 

42 

77.1 

91.4 

105.3 

118.  S 

131.8 

144.5 

156.6 

168.8 

179.9 

191.4 

202.0 

212.5 

44 

81.0 

96.1 

110.8 

125.0 

138.8 

152.3 

165.2 

178.1 

190.1 

202.3 

213.7 

225.0 

40 

84.9 

100.8 

116.2 

131.3 

145.9 

160.2 

173.7 

187.5 

200.2 

213.3 

225.4 

237.5 

48 

88.8 

105.5 

121.7 

137.5 

152.9 

168.0 

182.3 

196.9 

210.4 

224.2 

237.1 

250.0 

50 

92.8 

110.2 

127.2 

143.8 

159.9 

175.8 

190.9 

203.3 

220.5 

235.2 

248.8 

262.5 

52 

96.7 

114.8 

132.6 

150.0 

167.0 

183.6 

199.5 

215.6 

230.6 

246.1 

260.5 

275.0 

54 

100.6 

119.5 

138.1 

158.3 

174.0 

191.4 

208.1 

225.0 

240.8 

257 . 0 

272.2 

2S7.5 

50 

104.5 

124.2 

143.6 

162.5 

181.0 

199.2 

210.6 

234.4 

250.9 

268.0 

283.9 

300.0 

58 

108.4 

128.9 

149.0 

108.8 

188.1 

207.0 

225.2 

243.8 

261 . 1 

278.9 

295.6 

312.5 

OO 

112.3 

133.6 

154.5 

175.0 

195.1 

214.9 

233.8 

253.2 

271.2 

289.8 

307.3 

325.0 

02 

116.2 

138.3 

160.0 

181.3 

202.1 

222.7 

242.4 

262.5 

281.3 

300.8 

319.0 

337.5 

04 

120.1 

143.0 

165.4 

187.5 

209.2 

230.5 

251.2 

271.9 

291.5 

311.7 

330.7 

350.0 

OO 

124.0 

147.7 

170.9 

193.8 

216.2 

238.3 

259.5 

281.3 

301.6 

322.7 

342.4 

362.5 

08 

127.9 

152.3 

170.4 

200.0 

223.2 

246.1 

268.1 

290.6 

311.8 

333.6 

354.1 

375.0 

70 

131.8 

157.0 

181.8 

206.3 

230.3 

253.9 

276.7 

300.0 

321.9 

344.5 

365.8 

387.5 

72 

135.7 

161.7 

187.3 

212.5 

237.3 

261.7 

285.3 

309.4 

332.0 

355.5 

377.5 

400.0 

74 

139.6 

166.4 

192.8 

218.8 

244.3 

209.5 

293.9 

318.8 

342.2 

366.4 

389.2 

412.5 

70 

143.5 

171.1 

198.3 

225.0 

251.3 

277.3 

302.5 

328.1 

352.3 

377.3 

400.9 

425.0 

78 

147.4 

175.8 

203.7 

231.3 

258  4 

285.2 

311.0 

337.5 

362.5 

383.3 

412.6 

437.5 

80 

151.3 

180.5 

209.2 

237.5 

265.4 

293.0 

319.6 

346.9 

372.6 

399.2 

424.3 

450.0 

152  ST.  PAUL  FOUNDRY  CO. 


WEIGHTS  OF  CAST  IRON  RECTANGULAR 
PLATES  1  INCH  THICK 

WEIGHT  OF  1  CUBIC  INCH  OF  CAST  IRON,  0.26  LBS. 


WIDTH  IN  INCHES 


Lengt 

inches 

4 

G 

8 

IO 

14 

1G 

18 

20 

24 

28 

.30 

3G 

-l 

4.16 

6.25 

8.3 

10.4 

12.5 

14.6 

16.6 

18.7 

20.8 

25 

29 

31 

37 

5 

5.21 

7.81 

10.4 

13.2 

15.6 

18.2 

20.8 

23.4 

26.0 

31 

36 

39 

47 

G 

6.25 

9.37 

12.5 

15.6 

18.7 

21.8 

25.0 

28.1 

31.2 

38 

44 

47 

5G 

7 

6.29 

10.94 

14.6 

IS. 2 

21.9 

25.5 

29.2 

32.8 

36.5 

44 

51 

55 

66 

8 

8.33 

12.50 

16.6 

20.8 

25.0 

29.2 

33.3 

37.5 

41.6 

50 

58 

62 

75 

9 

9.37 

14.06 

18.7 

23.4 

28.1 

32.8 

37.5 

42.2 

46.9 

56 

66 

70 

84 

IO 

10.42 

15.62 

20.8 

26.0 

31.2 

36.5 

41.7 

46.9 

52.1 

63 

73 

78 

94 

11 

11.46 

17.19 

22  9 

28.6 

34.4 

40.1 

45. S 

51.6 

57.3 

69 

80 

86 

103 

12 

12.50 

18.75 

25.0 

31.2 

37.5 

43.7 

50.0 

56.2 

62.5 

75 

88 

94 

112 

14 

14.58 

21.87 

29.2 

36 . 5 

43.7 

51.0 

58.3 

65.6 

72.9 

88 

102 

109 

131 

1 G 

16.67 

25.00 

33.3 

41.7 

50.0 

5S.3 

66.7 

75.0 

83.3 

100 

117 

125 

150 

18 

18.75 

28.12 

37.5 

46.9 

56.2 

65.6 

75.0 

84.4 

93.7 

112 

131 

141 

169 

29 

'  20.83 

31.25 

41.6 

52.1 

62.5 

72.9 

83.3 

93.7 

104.2 

125 

146 

156 

188 

22 

22.92 

34.37 

45.8 

57.3 

68.7 

80.2 

91.7 

103.1 

114.6 

13S 

160 

172 

206 

24 

25.00 

37.50 

50.0 

62.5 

75.0 

87.5 

100.0 

112.5 

125.0 

150 

175 

187 

225 

26 

27.  OS 

40.62 

54.2 

67.7 

81.2 

94.8 

10S.3 

121.9 

135.4 

162 

190 

203 

224 

28 

29.17 

43.75 

58.3 

72.9 

87.5 

102.1 

116.7 

131.2 

145.8 

175 

204 

219 

263 

30 

31.25 

46.87 

62.5 

78.1 

93.7 

109.4 

125.0 

140.6 

156.2 

187 

219 

234 

281 

32 

33.33 

50.00 

66.7 

83.3 

100.0 

116.7 

133.3 

150.0 

166.7 

200 

233 

250 

300 

34 

35.42 

53.12 

70.8 

88.5 

106.2 

124.0 

141.7 

159.4 

177.1 

212 

248 

266 

319 

3G 

37.50 

56.25 

75.0 

93.7 

112.5 

131.2 

150.0 

168.7 

187.5 

225 

263 

281 

337 

38 

39.58 

59.37 

79.2 

99.0 

118.7 

138.5 

158.3 

178.1 

197.9 

237 

277 

297 

356 

40 

41.67 

62.50 

83.3 

104.2 

125.0 

145.8 

166.7 

187.5 

20S.3 

250 

292 

312 

375 

42 

43.75 

65.62 

87.5 

109.4 

131.2 

153.1 

175.0 

196.9 

218.7 

262 

306 

328 

394 

44 

45.83 

68.75 

91.7 

114.6 

137.5 

160.4 

183.3 

206.2 

229.2 

275 

321 

344 

412 

40 

47.92 

71.87 

95.8 

119.8 

143.7 

167.7 

191.7 

215.6 

239.6 

287 

335 

359 

431 

48 

50  00 

75.00 

100.0 

125.0 

150.0 

175.0 

200.0 

245.0 

250.0 

300 

350 

375 

450 

50 

52.08 

78.12 

104.2 

130.2 

156.2 

182.3 

208.3 

234.4 

260.4 

312 

365 

391 

469 

52 

54.16 

81.25 

10S.3 

135.4 

162.5 

189.6 

216.7 

243.7 

270.8 

325 

379 

406 

487 

54 

56.25 

84.37 

112.5 

140.6 

168.7 

196.9 

225.0 

253.1 

281.2 

337 

394 

422 

506 

ST.  PAUL  FOUNDRY  CO.  153 


CAST  IRON  LINTELS 

Safe  loads  in  pounds  uniformly  distributed  for  cast  iron  lintels.  Allow¬ 
able  fiber  stress,  3000  pounds  per  square  inch. 

Safe  load  includes  weight  of  lintel. 


Sketch  of  Section 

SIXES 

SPAN  IN  FEET 

Height  Width  Metal 

5 

6 

7 

8 

1> 

lO 

-L  i 

«"X  <»  X  %" 

6350 

53S0 

4590 

4010 

3570 

3100 

0"  x  O'  xl  " 

7620 

6350 

5440 

4760 

4230 

3810 

l»-  6*  i 

6"  x  6’xlM' 

8740 

7360 

6340 

5520 

4810 

4320 

8"x  Ox  %" 

78S0 

6570 

5630 

4920 

4370 

3940 

_L  ? 

8"  x  G"xl  " 

8790 

6820 

5850 

5220 

4700 

4090 

>.—  8  K 

8"x  O"  x  134" 

10320 

8600 

7370 

6450 

5730 

5160 

_L : 

8"  x  8"x 

12510 

10430 

8950 

7820 

6950 

6260 

8"  x  8"  x  1  " 

15080 

12570 

10770 

9430 

8380 

7540 

t-8'  ii 

8"  x  8"  x  \  'A" 

17390 

14490 

12420 

10870 

9660 

8690 

1  |  ;r 

I5i''x  C"  x  M" 

12800 

10670 

9140 

8000 

7110 

6400 

LLi 

[ - 12'  ..._J 

ia"x  6"  x  i  " 

15310 

12760 

10950 

9570 

8500 

7653 

12"  x  6"xlM" 

17320 

14430 

12370 

10820 

9610 

8660 

1  1 . 7 

I!J"X  8"  X  A" 

20150 

16810 

14400 

12190 

11190 

100S0 

1  1  ? 

1 2"  x  8"  x  1  " 

24460 

20630 

17470 

152IJP 

13590 

12230 

* - 12* - -m 

.•a 

12"  x  8"  x  I  ' X" 

33050 

27530 

23600 

20630 

18360 

16520 

|  1  7 

1 0"  x  6"  x  %" 

15830 

13220 

11300 

9S60 

8790 

7900 

_ 1 _ L_j 

16" x  6'xl  " 

18890 

15740 

13500 

11800 

10490 

9440 

-  16' - *1 

16"  x  6"  x  1M" 

21210 

17670 

15150 

*13260 

11S00 

10600 

1  1  V 

16"  x  8"  x  %" 

24400 

20350 

17430 

15240 

13570 

12200 

_ L_  ! 

16"  x  8"  x  1  " 

30220 

25180 

21590 

18880 

16790 

15110 

j* -  ltt* - r 

1 6"  x  8"  x  1  A" 

34900 

290S0 

24930 

21810 

19390 

17450 

1  1  T 

16"x  1«" x  A" 

342S0 

28500 

24500 

21400 

19040 

17140 

1  1  1 

16x10x1  " 

42800 

35690 

30500 

26750 

23800 

21400 

f— . — ’•  16 . — 

1 6"  x  lO"  x  \A" 

50190 

41S40 

35840 

31380 

27880 

25120 

154  STe  PAUL  FOUNDRY  CO. 


BASES  FOR  CAST  IRON  COLUMNS 


Size 

of 

Column 

Thickness 

of 

Metal 

Size  of  Plate 
(Ordinary  Masonry) 

Weight 

Size 

of  Plate 
(Cut  Stone) 

Weight 

5 

H 

14  x  14  x  1% 

90  lbs. 

10x10x1)4 

40  lbs. 

5 

1 

lGxlGx  2)4* 

110  “ 

12x12x2 

75  “ 

0 

lGxlGx  2* 

105  “ 

12x12x1% 

65 

c 

i 

IS  x  18  x  2)4* 

1G5 

14x14x2% 

115  “ 

7 

yi 

IS  x  IS  x  2)4* 

140  “ 

14x14x2 

105  “ 

7 

l 

20x20x2)4* 

205  “ 

10x10x2)4* 

135  “ 

8 

% 

20  x  20  x  2%* 

230  “ 

lGxlGx  2%* 

125  “ 

8 

Vi 

24  x  24  x  fi 

330  “ 

IS  x  18  x  2-14* 

1S5  “ 

9 

l 

24  x  24  x  0 

270  “ 

18x18x2)4* 

175  “ 

9 

I'd 

30  x  30  x  S 

555  “ 

20x20x2)4* 

235  “ 

io 

1 

28  x  28  x  7 

3G0  “ 

20  x  20  x  2)4* 

235  “ 

10 

114 

32  x  32  x  10 

715  “ 

24  x  24  x  G 

370  “ 

11 

1 

30  x  30  x  8 

420  “ 

24  x  24  x  0 

270  “ 

11 

1 M 

3G  x  3G  x  10 

840  “ 

2S  x  28  x  7 

490  “ 

12 

1 

32  x  32  x  10 

515  “ 

28  x  2S  x  7 

3(0  “ 

12 

1J4 

38  x  3S  x  12 

1020  “ 

30x30x8 

570 

Bases  marked  thus  *  are  beveled  to  )4  thickness  shown. 

Bases  of  greater  thickness  than  2)4  inches  will  be  ribbed. 

Above  sizes  are  based  on  a  pressure  of  250  pounds  per  square  inch  for  masonrjMnd  500  pounds  per  square 
inch  for  cut  stone. 

Bases  for  columns  less  than  S  feet  in  length  and  loaded  to  full  safe  load  and  bases  for  columns  of  thicker 
metal  than  sizes  shown  by  more  than  %  inch  will  require  special  calculation. 

Thickness  of  metal  in  ribbed  bases  same  as  thickness  of  metal  in  columns. 

Weights  of  ribbed  bases  are  approximate  only. 


ST.  PAUL  FOUNDRY  CO.  155 


STANDARD  CONNECTIONS  FOR  I-BEAMS  TO  CAST  IRON  COLUMNS 

Details  of  Connecting  Brackets  for  Double  I-Beams 


Y=2 y#  for  5"  Beam 
Y=3  "  for  6"  Beam 
Y=3K"  for  7"  Beam 
5",  6",  1"  I-Bcam 


Y=4  "  for  8"  Beam 
Y=4J4"  for  9"  Beam 
Y=5  "  for  10"  Beam 
8",  9",  10"  I-Beam 


,2.'\ 


12"  I-Bcam 


All  holes  cored  for  54" 


bolts.  The  thickness  of  metal  in  brackets  equals  thickness  of  metal  in  columns. 


Details  of  Connecting  Brackets  for  Single  I-Beams 


Y=2J4"  for  5"  Ream  Y=4  "for  8"  Beam 

Y=3  "  for  0"  Beam  Y=4J4"  for  9"  Beam  15"  I-Bcam.  18"  I-Beam.  20"  I-Beam.  24"  I-Beam. 

Y=3V$"  for  7"  Beam  Y=5  “"  for  10"  Beam 
5",  0",  7"  I-Beam.  8",  9",  10"  I-Beam.  12"  I-Beam. 


156 


ST.  PAUL  FOUNDRY  CO 


POST  CAPS,  BASES  AND 


Fig.  3G 


QUILLS 


Fig.  32 

i  O 

io 


o  • 


o 


o 


Fig.  35 


Fig.  39 


ST.  PAUL  FOUNDRY  CO,  157 


ORNAMENTAL  ROUND  COLUMNS 


No.  5.  DiameterS  to  10" 


ST.  PAUL  FOUNDRY  CO 


ORNAMENTAL  ROUND  COLUMNS 


ST.  PAUL  FOUNDRY  CO.  159 


ORNAMENTAL  CAPS.  ROUND  COLUMNS 


160 


ST.  PAUL  FOUNDRY  CO. 


ORNAMENTAL  CAPS. 


ROUND  COLUMNS 


Cap  No.  205 


Cap  No.  206 


Cap  No.  207 


Cap  No.  208 


ST.  PAUL  FOUNDRY  CO.  101 


ORNAMENTAL  CAPS.  ROUND  COLUMNS 


Cap  No.  209  Cap  No.  210 


Cap  No.  211 


Cap  No.  212 


162 


ST.  PAUL  FOUNDRY  CO 


ORNAMENTAL  CAPS. 


Cap  No.  213 


Cap  No.  215 


ROUND  COLUMNS 


Cap  No.  214 


Cap  No.  216 


ST.  PAUL  FOUNDRY  CO. 


163 


ORNAMENTAL  CAPS.  ROUND  COLUMNS 


Cap  No.  218 


- 

Cap  No.  217 


ST.  PAUL  FOUNDRY  CO. 


ORNAMENTAL  CAPS. 


ROUND  COLUMNS 


Cap  No.  221. 


Cap  No. 


Cap  No.  225. 


Cap  No.  224. 


Cap  No.  223. 


ST,  PAUL  FOUNDRY  CO, 


165 


L  Jr. 


x 


p*. 


% 


Col.  No.  11 
10  anil  11"  Face 


SQUARE  COLUMNS 


Col.  No.  12 
12"  Face 

Give  thickness  of  metal  when  ordering. 


Col.  No.  13 
12  and  13"  Face 


ST.  PAUL  FOUNDRY  CO.  167 


COLUMNS 


Col.  No.  19  Col.  No.  20  Col.  No.  21 

r)"  Face  6.  7  and  7}  2"  Face  7  and  8"  Face 


Col.  No.  22  Col.  No.  23 

6  and  8"  Face  0  and  7J^,/  Face 


Give  width  of  face,  depth  and  thickness  of  metal  when  ordering. 


ST,  PAUL  FOUNDRY  CO. 


189 


COLUMNS 


mi. 


i||i  ,7 iiii 


Col.  No.  29 
18  and  20"  Face 


iimmiim 


mat* 


I  ft 


Col.  No.  30 
18  and  30"  Face 


-ai 


J 

if 


PffliDE 
namiM 
cap  gum, 
BlfflBP 
Hm  infer 


in  m  Rum, i 
pmKw 
P  Pfe  RSI  f 
fepflBT 

llll *3wk‘  f 


i'  yiysfi 

raissrara 

P  HI  IB  Ml 
Rq  in 

RIR3MM 


BlRRIii 
Mramwn- 
MramBi- 
MBiwro" 
RUBIBl ' 


Col.  No.  31 
16  and  18"  Face 


Give  width  of  face,  depth  and  thickness  of  metal  when  ordering. 


170 


Col.  No.  32 
6,  8,  10  and  12"  Face 


ST.  PAUL  FOUNDRY  CO. 


COLUMNS 


'  f! 


Col.  No.  33  Col.  No.  34 

8  and  9"  Face  8  and  9"  Face 

Give  width  of  face,  depth  and  thickness  of  metal  when  ordering. 


ST.  PAUL  FOUNDRY  CO 


171 


PILASTERS 


Give  width  of  face,  depth  and  thickness  of  metal  when  ordering. 


172  ST.  PAUL  FOUNDRY  CO. 


FACE  PLATES 


No.  301 
15,  20"  I-Beam 
Width  21" 


No.  302 

8,  9,  10,  12"  I-Beam 
Width  6  to  10" 


No.  303 

10,  12,  15"  I-Beam 
Width  10  to  15" 


No.  304 
12,  15"  I-Beam 
Width  15  to  20" 


No.  305 

Any  size  or  width 


No.  306 

15,  18,  20"  I-Beam 
Width  8  and  12" 


ST.  PAUL  FOUNDRY  CO.  173 


ENTRANCE  PLATES  AND  SASH  BARS 


Fig.  JO 

Sash  Bar.  Plain.  Nickel  or  Copper  Finish. 
Special  designs  to  order. 


174 


ST.  PAUL  FOUNDRY  CO. 


SASH  BAR 


Sections  through  vertical  bars. 

Design  No.  1500 
2  “s''  Wide 


ST.  PAUL  FOUNDRY  CO.  175 


SASH  BAR 


Design  No.  14S2 
2K"  Wide 


1~6  ST.  PAUL  FOUNDRY  CO. 


WINDOW  SILLS  AND  DOOR  GUARDS 


r 


Fig.  46  Fig.  48 


ST.  PAUL  FOUNDRY  CO. 


177 


AREA  GRATES,  STIRRUPS  AND  JOIST  ANCHORS 


Fig.  49 

Duplex  Hanger 


Fig.  50 
Single  Stirrup 


Fig.  51 

Double  Stirrup 


Fig.  52  Fig.  53 

Joist  Anchor  Strap  Anchor 


Fig.  54  Fig.  55 

Vault  Rod  Wall  Plate  Bolt 


178  ST.  PAUL  FOUNDRY  CO. 


RAILINGS  FOR  AREA  WAYS 


No.  SOI  No.  502  No.  503  No.  504  No.  505  No.  506 


No.  508 

Rail  with  Spiked  Top. 


ST.  PAUL,  FOUNDRY  CO. 


179 


NEWEL  POSTS 


ST.  PAUL  FOUNDRY  CO. 


181 


NEWEL  POSTS 


1S2 


ST.  PAUL  FOUNDRY  GO. 


CAST  STAIR  RAIL 


Fig.  59 


Fig.  60 


ST.  PAUL  FOUNDRY  CO. 


183 


Fig.  61. 


CAST  STAIR  RAIL 


ST.  PAUL  FOUNDRY  CO. 


RAILS  FOR  ENTRANCE  STEPS 


Fig.  65 


Fig.  64 


ST.  PAUL,  FOUNDRY  CO. 

OUTSIDE  STAIRS 

u 


185 


186 


ST.  PAUL  FOUNDRY  CO. 


FIRE  ESCAPE 


ST.  PAUL  FOUNDRY  CO. 


CIRCULAR  FIRE  ESCAPE 


187 


Fig.  09 


188  ST.  PAUL  FOUNDRY  CO. 


BALCONY  RAILS 


Fig.  Ta 


Fig.  71 


ST.  PAUL  FOUNDRY  CO.  ISO 


BALCONY  RAILS 


Fig.  75 


190 


ST.  PAUL  FOUNDRY  CO. 


WROUGHT  IRON  BRACKETS 


Fig.  78 


ST.  PAUL  FOUNDRY  CO.  191 


ORNAMENTAL  WINDOW  GUARDS 


U'ai  I  EH  fjji 


192 


ST.  PAUL  FOUNDRY  CO. 


FENCE,  DOOR  BUMPERS,  ETC. 


" 

S' 

jmij. ' 

| 

4 

- 

I 

- 

| 

J 

- 

J 

1 

/ 

m. 

Pig1.  83 


Fig.  85 

Wrought  Iron  Door  Bumper,  for  Railway  Stations,  Hotels,  Etc. 


ST.  PAUL  FOUNDRY  CO.  193 


ORNAMENTAL  WROUGHT  IRON  FENCE 


194 


ST.  PAUL  FOUNDRY  CO 


SIDEWALK  LIGHTS 


Bar  Lock  Light 
Fig.  89 


Bull’s-eye  Light 
Fig.  90 


It  in.  cement  Light 
Fig.  91 


Detailed  information  and  prices  on  application. 


ST.  PAUL  FOUNDRY  CO 


Fig.  92.  Sidewalk  Door. 


ISO  ST.  PAUL  FOUNDRY  CO. 


COAL  CHUTES  AND  COVERS 


When  ordering  give  dimensions  shown. 
Chutes  to  any  diameter,  round  or  square. 


ST.  PAUL  FOUNDRY  CO. 


COAL  HOLE  COVERS 


No.  403.  24"  diameter 
Studded  Top 


No.  404.  21"  diameter 
Grooved  Top 


No.  405.  24"  diameter 
Grooved  Top 


No.  406.  I8T2"  diameter 
Diamond  Point  Top 


No.  407.  18V-}"  diameter 
Grooved  Top 


No.  408.  16"  diameter 
Plain 


fOI 


ST.  PAUL  FOUNDRY  CO. 


198 


MANHOLE  FRAMES  AND  COVERS 


No.  450 

Manhole  Frame  and  Cover,  showing  drip  pan 


No.  452.  Hinged  Trap 


' _ L_ 


ISBIRHnMSV 
nnHBMMiiu 

lilllllliflij 
liliilllp 

nmmmmmmr*' 


No.  453 

Manhole  Cover.  24"  diameter 


jncnpl 
inonencncia 


No.  454 

Manhole  Cover.  24"  diameter 


r 


..  .«& 


ST.  PAUL  FOUNDRY  CO. 


199 


SEWER  CASTINGS 


No.  471. 

Sewer  Grate  and 
Frame.  For  drainage 
of  street  gutters 
into  sewer. 


No.  457 

Corner  Catch  Basin.  Cover  20"  d'ametor 


200 


ST.  PAUL  FOUNDRY  CO. 


SIDEWALK  COVERS  WITH  FRAMES. 


No.  461. 

City  Standard  No.  1 
For  use  in  concrete  corner  stone. 


CATCH  BASINS 


» A".. . . 

,,r 

No.  462 

Light  Sidewalk  Cover. 


F  rame, 


No.  465 

Catch  Basin,  Frame  and  Cover. 

14"  diameter.  Cover,  12"  diameter. 

24"  “  “  20" 

30"  “  “  24"  “ 

36"  “  “  30" 


ST.  PAUL  FOUNDRY  CO 


2(11 


MISCELLANEOUS  CASTINGS 


Fig.  95.  Graded  Gutter. 


Fig.  96.  Trench  Cover. 


Fig.  97.  Stable  Gutter. 


202  ST.  PAUL  FOUNDRY  CO. 


CLEAN-OUT  DOORS 


STOCK  SIZES 


Nominal  Size 

a 

b 

c 

d 

6x  6 

6 

6 

10 

10 

8  x  8 

S 

8 

13 

13 

lO  x  12 

10 

12 

15 

17 

12  x  Hi 

12 

16 

17 

21 

16  x  16 

16 

16 

21 

21 

18  x  24 

18 

24 

24 

30 

20  x  20 

20 

20 

26 

26 

20  x  24 

20 

24 

27 

31 

24  x  24 

24 

24 

31 

31 

30  x  30 

30 

30 

38 

38 

24  x  36 

24 

36 

32 

44 

STOCK  SIZES 


Nominal  Size 

a 

b 

b' 

c 

d 

d' 

13  x  20 

13 

20 

18 

19 

26 

23 

16  x  18 

16 

18 

153^ 

20J4 

23 

19 

16x24 

16 

24 

22 

24 

32 

28^2 

18  x  18 

18 

18 

15M 

22 

22 

18  y2 

24  x  14 

24 

14 

12 

30 

20 

17 

24  x  16 

24 

16 

14 

34 

27 

22 

27  x  47 

27 

47 

43 

37 

54 

49 

30  x  52 

30 

52 

48 

38 

60 

54 

■* .  .  c 


No.  502 


Above  lists  show  sizes  of  patterns  which  we  have  in  stock. 

We  carry  the  following  sizes  of  No.  501  for  immediate  shipment :  6  x  6,  8  x  8,  10  x  12,  12  x  16,  10x16. 

SPECIAL  SIZES  TO  ORDER 


Fig.  98 

A  large  number  of  these  fountains  are  in  use  in  St.  Paul  and  other  towns 
and  cities  in  the  Northwest.  They  are  moulded  in  graceful  lines  and  are 
substantial  and  permanent.  To  prevent  the  waste  of  water  they  are  sup¬ 
plied  with  an  automatic  cut-off  which  may  be  omitted  when  desired. 

We  will  be  pleased  to  furnish  further  information  with  larger  cut  to 
parties  desiring  such  a  fountain,  and  can  guarantee  it  to  be  neat,  graceful 
and  permanent. 


ST.  PAUL  FOUNDRY  CO. 


DRINKING  FOUNTAIN 


204  ST.  PAUL  FOUNDRY  CO. 


HYDRANT  AND  LAMP-POST 


2-5 


F.g.  99 

Sprinkler  Hydrant 


Fig.  100 
Lamp-post 


>  j'ro . 


ST.  PAUL  FOUNDRY  CO. 


206 


ORNAMENTAL  STREET  POSTS 


These  posts  can  lie  furnished  for  either  3  or  5  lights. 
Posts  of  special  design  at  very  low  prices. 

Prices  on  Application. 


ST.  PAUL.  FOUNDRY  CO.  207 


AUTOMOBILE  TURNTABLE 


Fig.  106. 


The  entire  support  is  the  ball  bearing  center  which  eliminates  friction  at  the  sides 
and  allows  the  table  to  turn  easily. 

There  are  no  parts  to  lose  and  no  attention  is  required  after  setting. 

Made  10  or  12  feet  in  diameter. 

Will  carry  the  heaviest  cars. 


208 


ST.  PAUL  FOUNDRY  CO. 


REFUSE  BURNER 


Fig.  107. 

Standard  Size  18  inches  diameter,  3  feet  high. 

Our  Refuse  Burner  is  neat  and  inconspicuous.  Made  of  steel  firmly  riveted  it  will 
last  a  lifetime.  It  is  provided  with  a  dump-grate  allowing  the  ashes  to  be  removed  when 
necessary. 

Prices  on  application. 


ST,  PAUL  FOUNDRY  CO. 


209 


STANDARD  SASH  WEIGHTS 


Length  in  Inches 

Weight  in 
pounds 

Length  in  Inches 

Weight  in 
pounds 

Length  in  Inches 

Weight  in 
pounds 

6 

3 

14 

8 

21% 

13 

«y8 

3  % 

14% 

8% 

23% 

14 

7% 

4 

15% 

9 

25 

15 

8% 

4% 

16% 

9% 

26% 

10 

9% 

5 

17 

10 

27% 

17 

io 

5% 

17% 

10%' 

29 

18 

10% 

6 

18% 

11 

30% 

19 

11% 

o% 

19% 

11% 

32 

20 

12% 

7 

20 

12 

13% 

7% 

20% 

12% 

All  of  the  above  weights  are  IT  inches  in  diameter  and  are  carried  in  stock.  Heavier  weights  of 
any  size,  round  or  square,  to  order. 

WEIGHTS  OF  LEAD  TO  ORDER 


GRATE  BARS 


Fig.  108 

Grate  bars  this  type  in  ail  standard  sizes. 


ft111',  "'HU.  '■ 


Fig.  109 

“Tupper”  grate  bars  any  size  from  10  inches  to  5  feet  6  inches. 


BOILER  FRONTS 


'210  ST.  PAUL  FOUNDRY  CO 


I - 

212  ST.  PAUL  FOUNDRY  CO. 


ST.  PAUL  FOUNDRY  CO. 

MANUFACTURERS  OF 

CAST  IRON  FLOOR  PLATES 
CEMENT  DIES 
PULLEYS 
PILLOW  BLOCKS 
GEARS,  Etc.,  Etc. 

SPECIAL  GAS  AND  WATER  PIPE  CONNECTIONS 

CASTINGS 

FOR 

LOCOMOTIVES  AND  CARS 

ELECTRIC  RAILWAYS 

MACHINERY 

CYLINDERS 

ROOFS  AND  BRIDGES 


General  Machine  Work,  including  the  manufacture  of 
Medium  Weight  and  Heavy  Machinery. 

Blacksmith  Work. 

Medium  Weight  and  Heavy  Forgings,  Rods,  Bolts, 
Architectural  Wrought  Iron. 


.  JOHNSTON,  Architect 


* 


WAREHOUSE  FOR  FARWELL,  OZMUN,  KIRK  &  CO.,  ST.  PAUL 

LOUIS  LOCKWOOD,  Architect 

1000  Tons.  Designed,  Constructed  and  Erected  by  St.  Paul  Foundry  Co. 


ST.  PAUL  FOUNDRY  CO.  217 

-• 


2000  Tons.  Constructed  by  St.  Paul  Foundry  Co. 


200  FOOT  HIGHWAY  BRIDGE  NEAR  SPOKANE,  WASH. 

Designed  and  Constructed  by  St.  Paul  Foundry  Co. 


ST.  PAUL  FOUNDRY  CO. 


219 


Constructed  and 
Erected  by 
St.  Paul  Foundry 
Co. 


POWER  HOUSE  SEATTLE  ELECTRIC  CO.,  SEATTLE,  WASH. 


Diameter: 

1(1'  9"  at  base, 
12'  9"  at  top. 
Height  GO' 


STEEL  STACK, 


220  ST.  PAUL  FOUNDRY  CO. 


REED  &  STEM,  Architects 


221 


ST.  PAUL  FOUNDRY  CO. 


INDEX 


A  PAGE 

Anchors  for  I-Beams .  47 

Angles,  Areas  of .  16 

“  In  Compression .  72-75 

“  Properties  of .  41-45 

“  Safe  Loads  for .  33-35 

“  Standard,  Cuts  of .  12-13 

“  Struts  Safe  Loads  for .  72-75 

“  Weights  of .  17 

Area  Gratings .  177 

Areas  of  Square  and  Round  Rods .  88-89 

Automobile  Turntables .  207 


B 

Balcony  Rails . 188-189 

Bar-lock  Sidewalk  Lights .  194 

Bases  for  Cast  Iron  Columns . 154-156 

Beams,  Bending  Moments  for .  26 

“  Deflection  of .  26 

“  Formulte  for  Flexure  of .  37 

“  Supporting  Brick  Walls .  52 

“  Wooden  Safe  Loads  for . 94 

Bearing  Plates  for  I-Beams  and  Channels .  24 

Bending  Moments  for  Beams .  26 

Bethlehem  Sections .  94-140 

“  Columns,  Properties  and  Dimensions . 106-113 

“  Columns,  Safe  Loads  for . 126-133 

“  I-Beams  as  Columns,  Safe  Loads  for . 122-125 

I-Beams,  Detail  Dimensions  and  Guages . 138-140 

“  I-Beams,  Safe  Loads  for . 114-121 

“  I-Beams,  Standard  Connections  for . 134-137 

I-Beams,  Properties  of . 102-105 

Boiler  Fittings .  211 

Boiler  Fronts .  210 

Bolts,  Cuts  of .  80 

Bolts,  Standard  Dimensions  of .  84 

Bolts,  Weights  of .  82 

Brackets,  Ornamental  Wrought  Iron .  190 

Brick  Walls,  Support  of .  52 

Brick  WTalls,  Weight  of . . . 52 

Building  Laws  of  Various  Cities .  92-93 

Building  Materials,  Weight  of . 91 


C 

Capitals  for  Cast  Iron  Columns . 159-164 

Cast  Iron  Column  Bases .  154 

“  “  Columns,  Safe  Loads  for . 144-151 

“  “  Lintels,  Safe  Loads  for .  153 

“  “  Plates,  Weights  of .  152 

Catch  Basin  Covers .  200 


ST.  PAUL  FOUNDRY  CO. 


INDEX — Continued 

Ceilings,  Porous  Tile,  Weights  of . 

Channels,  Cuts  of . 

“  Columns,  Safe  Loads  for . 

Dimensions  and  Guages . 

“  Properties  of . 

“  Safe  Loads  for . 

Clean-out  Doors . 

Coal  Hole  Covers . 

Column  Caps,  Cuts  of . 

Columns  Bethlehem,  Properties  and  Dimensions  of 

Bethlehem,  Safe  Loads  for . 

“  Cast  Iron,  Round  Ornamental . 

“  Cast  Iron,  Square  Ornamental . 

Cast  Iron  Safe  Loads  and  Weights . 

Gas  Pipe  Safe  Loads  and  Weights . 

Latticed  Channel,  Safe  Loads  for . 

Latticed  Channel.  Size  of  Lacing  for.  .  .  . 

“  Plate  and  Channel.  Safe  Loads  for . 

Standard  I-Beam,  Safe  Loads  for . • 

“  Steel  Cuts  of . 

Wooden.  Safe  Loads  for . 

“  Z-Bar,  Safe  Loads  for . 

Concrete  Floors . 

Connection  Angles,  Standard . 

Connection  Angles,  Bethlehem . 


PAGE 

51 

10-11 
61-64 
22 
40 
31,  32 
202 
196-197 
159-164 
106-113 
126-133 
157-158 
165-171 
144-149 
150 
60 
60 
61-64 
65 
48 
95 
66-67 


134-137 


D 

Decimal  Equivalents .  90 

Deflection  of  Beams .  26 

Dimensions  of  Bethlehem  I-Beams . 100-101-138-140 

of  Bethlehem  Columns . 106-113 

“  of  Plate  and  Channel  Columns .  61 

“  of  Standard  I-Beams  and  Channels .  22 

“  of  Standard  Tees .  18 

of  Standard  Z-Bars .  19 

Door  Bumpers .  192 

Door  Guards .  176 

Drinking  Fountain .  203 

Duplex  Hangers .  177 


Entrance  Plates 


E 


F 

Face  Plates,  Cast  Iron . 

Fences.  Wrought  Iron . 

Fire  Escapes . 

Floors,  Wood . 

Floors.  Fireproof . 

Floor  Loads . 

Formulae  for  Flexure  of  Beams.  .  .  . 
Furring,  Weight  of . 


G 

Gas  Pipe  Columns,  Safe  Loads  for.  .  . 

Gas  Pipe.  Dimensions  of . 

Gates,  Wrought  Iron . 

Girders  I-Beam  Box.  Safe  Loads  for 
Girders  Plate,  Safe  Loads  for . 


173 


172 

192-193 

186-187 

49 

50 

50 
37 

51 


150 

150 

192 

54-55 

56-59 


INDEX— Continued 

PAGE 

Guages  of  Bethlehem  I-Beams . 138-140 

Guages  of  Standard  I-Beams .  22 


Grate  Bars. 
Gutters,  Cast  Iron. 


H 


Hydrant,  for  Street  Sprinkler. 


209 

201 


204 


I 

I-Beam  Box  Girders,  Safe  Loads  for .  54-55 

I-Beams,  Bethlehem,  as  coluuums.  Safe  Loads  for . 122-125 

“  Bethlehem,  Dimensions  and  Guages . 138-140 

“  Bethlehem,  Properties  of . 102-105 

“  Bethlehem,  Safe  Loads  for . 114-121 

“  Bethlehem,  Weights  and  Dimensions  of . 100-101 

“  Standard-,  Anchors  for .  47 

“  Standard,  as  Columns .  24 

“  Standard,  Bearing  Plates  for .  23 

“  Standard,  Connections  for .  23 

“  Standard,  Cuts  of . 6-7-8-9 

“  Standard,  Dimensions  and  Guages .  22 

“  Standard,  Properties  of .  38-39 

“  Standard,  Safe  Loads  for . 28-29-30 

“  Standard,  Typical  Details .  46 

L 

Lacing  Size  of,  for  Channel  Columns .  60 

Lamp  Posts . 204-205-206 

Laws,  Building  of  Various  Cities .  92-93 

Lintels,  Cast  Iron  Safe  Loads  for .  153 

Lintels,  Typical  Details .  46 

Loads — See  Safe  Loads. 

M 

Majestic  Coal  Chute .  195 

Manhole  Covers .  198 

Manufacturers’  Standard  Specifications .  97 

Mensuration .  98 

Minimum  Spans  for  Standard  Connections . 134-135 

N 

Nails  and  Spikes .  96 

Newel  Posts,  Cuts  of . 179-181 

Nuts,  Standard  Dimensions  for .  84 

P 

Partitions,  Weights  of .  51 

Pillars — See  Columns. 

Pilasters — See  Columns. 

Plates,  Weights  of .  20 

Plate  and  Channel  Columns,  Safe  Loads  for .  61-64 

Posts — See  Columns. 

Post  Caps .  156 


224 


ST.  PAUL  FOUNDRY  CO. 


INDEX — Continued 


Properties  of  Bethlehem  Columns. 
“  of  Bethlehem  I-Beams.  . 

“  of  Standard  Angles . 

“  of  Standard  Channels.  . 

of  Standard  I-Beams... 


PAGE 

.106-113 
.102-105 
.  41-45 

40 
38-39 


Quills,  Cast  Iron. 


156 


Railings  for  Areas . 

Railings  for  Balconies . 

Railings  for  Stairs . 

Refuse  Burner . 

Rivets,  I.ength  of,  for  Various  Grips . 

Rivets,  Shearing  and  Bearing  Values . 

Rivets,  Weight  of . 

Rods,  Square  and  Round,  Weights  and  Area  of. 

Rods,  Tensile  Strength  of . 

Rods,  Upsets  for . 

Roofs,  Weight  of . 

Roof  Trusses . 

Ropes,  Wire  and  Manila,  Strength  of . 


178 

.188-189 

.182-184 

208 

78 

.  76-77 

81 
88-89 

79 
79 

.  51-68 

.  68-71 

96 


Safe  Loads  for  Bethlehem  Columns . 

“  for  Bethlehem  I-Beams . 

“  for  Bethlehem  I-Beams  as  Columns. 

“  for  Cast  Iron  Columns . 

“  for  Cast  Iron  Lintels . 

“  for  Gas  Pipe  Columns . 

“  for  I-Beam  Box  Girders . 

“  for  Latticed  Channel  Columns . 

“  for  Park  and  Channel  Columns . 

“  for  Plate  Girders . 

“  for  Standard  Angles . 

“  for  Standard  Channels . 

“  for  Standard  I-Beams . 

“  for  Standard  I-Beams  as  Coluumns. . 

“  for  standard  Tees . 

“  for  Wooden  Beams . 

“  for  Wooden  Columns . 

“  for  Z-Bar  Columns . 

Sash  Bar . 

Sash  Weights . 

Screws.  Wood . 

Screw  Threads,  Standard . 

Separators  for  Bethlehem  I-Beams . 

Separators  for  Bethlehem  I-Beams . 

Sewer  Catch  Basins . 

Sewer  Grates . 

Sheets,  Weights  of . 

Sidewalk  Covers . 

Sidewalk  Boors . 

Sidewalk  Lights . 

Specifications.  Manufacturers  Standard . 

Spikes  and  Nails . 

Sprinkler  Hydrants . 

Stacks  Cast  Iron . 


.  126-133 
.114-121 
.122-125 
.144-149 
153 
150 
.  54-55 

60 
61-64 
.  56-59 

33 

.  31-32 

.  28-30 

65 
36 
94 
96 

.  66-67 

.174-175 

209 

96 
84 

.134-135 

25 

199 

199 
21 

200 
195 
194 

97 
96 

204 

210 


ST.  PAUL  FOUNDRY  CO.  225 

J 


INDEX — Continued 

PAGE 

Stairs,  Outside .  185 

Stair  Railing . 182-183 

Standard  Beam  Connections  to  Cast  Iron  Columns .  155 

Standard  Connection  Angles  for  Bethlehem  I-Beams . 136-137 

Standard  Connection  Angles  for  Standard  I-Beams .  23 

Stirrups  .  177 

Stresses  Allowed  by  Various  Building  Laws .  92-93 

T 

Tees,  Safe  Loads  for . . .  36 

Tees,  Standard,  Cuts  of  .  14 

Tees,  Standard  Weights  and  Dimensions  of .  18 

Tensile  Strength  of  Rods .  79 

Tile  Floor  Construction .  50 

Trench  Cover .  201 

Trusses,  Notes  on .  68 

Trusses,  Steel  Coefficients  for . .•  •  •  •  71 

Trusses,  Wood  Coefficients  for . 69 

Turnbuckles.  Dimensions  and  Weights  of .  83 

Turn  Table  for  Automobiles .  207 

U 

Upset  Screw  Ends .  86-87 

W 

Washers,  Dimensions  and  Weights .  85 

Weights  of  Angles .  17 

“  of  Bolts .  8  2 

“  of  Brick  Walls .  5  2 

“  of  Building  Materials .  91 

“  of  Cast  Iron  Columns . 1-14-151 

of  Cast  Iron  Column  Bases .  154 

“  of  Cast  Iron  Plates .  152 

“  of  Fireproof  Material . 51 

“  of  Plates,  Steel .  20 

“  of  Rivets  and  Round  Head  Bolts .  81 

“  of  Roofing .  68 

“  of  Separators,  Bethlehem . 134-135 

of  Separators.  Standard .  25 

“  of  Sheets,  Steel .  21 

of  Square  and  Round  Rods .  88-89 

“  of  Tees .  18 

“  of  Turnbuckles .  83 

“  of  Upset  Rods .  86-87 

“  of  Wood  Floors .  49 

“  of  Z-Bars .  19 

Window  Guards .  191 

Wire  Rope.  Strength  of .  96 

Wooden  Beams,  Safe  Loads  for . 94 

Wooden  Columns,  Safe  Loads  for .  95 

Wood  Floors,  Notes  on .  49 

7. 

Z-Bar  Columns,  Safe  Loads  for . .  68-67 

Z-Bars,  Standard,  Cuts  of .  15 

Z-Bars.  Standard,  Weights  and  Dimensions  of . r .  19 


THE  PIONEER. | 
COKrnNV 

SAIWT  PA.UL. 


